A COURSE 



IN 



Structural Drafting 




2 




Class i 3 L 

Book. >"B8 
()0p}Ti9ht>i^ 



COPYRIGHT DEPOSrr. 



A COURSE 



IN 



STRUCTURAL DRAFTING 



A description of material used in structural design 

and drafting room practice relating to same 

with a few plates for the student. 



Compiled and Arranged 



W. D. BROWNING, m. k. 

Collin wood, O. 
(Suburb of Cleveland) 

Author of "Dimensions of Pipe, Fittings and Valves," "A Course in Tinting," 
'A Chapter on I^ettering," and joint author of an "Elementary Course in Mechanical Drawing. 



PRICE $1.00 



Published b}- 

THE INDUSTRIAI, MAGAZINE 

Collinveood, O. 



<' 

<, 



^'^ p 



LIBRARY of 00N(3HESS: 
Two CopiM Receivdu '• 
jAN 20 J 908 

coPt a. _ 



jou 



Copyright 1907 

BY 

W. D. BROWNING 



Printed hy 
The Browning Press 

COLLIN"«"OOD, o. 



^^^ 



PREFACE 

The compilation of the matter for this book has taken some 
time, but the writer wishes to extend to the students of the 
country the first collection of this kind intended for their use. 

He wishes to thank Mr. J. D Mooney for the aid in 

collection of matter and in executing the drawings in such 

practical form. 

W. D. BROWNING. 



CONTENTS 

Page 

Chapter I General Remarks. Terms Used. Shapes and 
Proportions of Material. Use of Special 
Triangles in Drafting - - - - i 

Chapter II Riveting. Spacing - - - - 17 

Chapter III Bolts, Pins and Eyebars - - - - 20 

Chapter IV. Connection Angles and Anchors. Coping - 26 

Chapter V Strength of Materials - - - -34 

Chapter VI Beams, Girders - - - - 37 

Chapter VII Columns and Sole Plates - - - 45 

Chapter VIII Truss Outlines _ . . _ 50 

Chapter IX Title page and Cover - - - - 52 

Chapter X Drafting Room Practice - - - 55 
Appendix ------- 60 

SYNOPSIS OF PLATES 

Plate I Rivets, Spacing, etc. - . - - - 29 

Plate II Bolts, Pins, Eyebars - - - - 31 

Plate III Anchcrs. - - - - - - 33 

Plate IV I — Beam Bridge - - - - In Rear 

Plate V Girder _ - - . . 

Plate VI Girder Details ----- 

Plate VII 

Plate VIII Bridge Chord ----- 

Plate IX Column ----- 

Plate X " - 

Plate XI Wood and Steel Truss - - - 

Plate XII Truss for Foundry Building 

Plate XIII Bridge Truss 

Plate XIV Building Foundations and Anchors 

Plate XV Bridge Foundations. 



INTRODUCTION 



The demand for draftsmen and de- 
signers who are acquainted with the 
materials and practices used in large 
structures of iron and steel has led a 
few schools to shape a course of in- 
struction along this line but no book 
has appeared giving matter that will 
enable the student to obtain a simple 
knowledge of these things. The object 
of the writer is to present to the student 
some information that will enable him 
to understand the standards and prac- 
tices in structural drafting. 

1 he matter here given has been com- 



piled from the hand books issued by 
Carnegie Steel Co., The Am. Bridge Co., 
from articles in The Draftsman and 
other periodicals and from examples 
that have come under the observation 
of the writer. 

This course is laid out to conform to 
one in Mechanical Drawing by Mr. F. 
H. Sibley and the writer and the sheets 
are to be 14 x 19 when finished. The out- 
line of borders are shown in the folow- 
ing- illustration : 



-//'- 



-Jt— 



/Z" 



-t4 



^ 



Outline of Plates 



Suggestions and data are given for cover for a booklet of his work, 

quite a number of plates and by draw- The titles on the sheets are to be 

ing a title plate as shown in the last placed in the lower right hand corner 

chapter the student will have a nice and arranged as follows : 

PL AT Em 

Course 1 St ru dura I Droning 
Central InsfHufe 
Name Date 



STRUCTURAL DRAWING. 



CHAPTER I. 



By Structural Drawing we mean such 
work that will enable the student to 
make and understand the drawings used 
in the construction of structures of iron 
and steel. 

All are familiar with the high steel 
frame work Fig. i used as the skeleton 
of our modern high office buildings and 
will no doubt understand that these 
frames are made of special shaped 
pieces. 

Since the manufacturers of these 
pieces of material have made them of 
certain shapes for a number of years 
it has become a universal practice to 
put them in according to these stand- 
ards. The shape of the pieces being 
denoted by the name given to their cross 
section or other characteristics. 

For instance an eye-bar is one, either 
square or round, having a hole or eye 
formed at the end to receive a pin or 
bolt. 

The simplest shape for structural ma- 
terial is a sheet of iron or steel called 
a "plate," varying in thickness from say 
iV" to 2" and in sizes up to 58" x 160". 

The process of making these sheets 
is the repeated rolling of a mass of 
highly heated metal, and this also ap- 
plies to other shapes, too, though in the 



latter cases the faces of the rolls are 
grooved to the form desired. To make 
a heavier piece the rolls are separated 
slightly and the section of the piece 
thus enlarged. The most common 
forms are the Tbeams, the channel, the 
angle and the railroad rail, then a modi- 
fication of the I-beam will give the 
deck-beam, of the angle will give the 
Z-bar and the rail will give a Tee. 
Fig. 2. 

The illustrations show the shape of 
the cross sections of each of the above 
styles with names of the parts^. Struc- 
tural shapes are denoted by size and 
weight and this is considered at a cer- 
tain amount per foot ; there being only 
a few sizes in some of the lists. The 
I-beam, generally, has several weights 
to a size, that is, the size is the dis- 
tance noted in the illustration as 
"depth." 

I-beams and channels are denoted by 
size (depth) and weight per foot, the 
angles, Z-bars and T-bars by length of 
legs and thickness, the rails by weight 
per yard, only. 

Tables have been compiled by the 
manufacturers of structural shapes that 
contain much valuable matter. A con- 
densed tables are given on pages 6, 7, 8, 



Stiudural DraidnQ- 




Reliance Building, during Construction. 
Aug.' I, 1894. 



Fi^^ 1 
Structural Frame for an Office Buildiui 



Slope and Fillets of Flanges 




I-£Ef(M 




CHJjmCL 



TEC 




I)CC/< BEm 



\*-F/ange 



^FJange'>\ 
Z-BffR 



Pit;. 2 



Field Work — Structural parts are laid 
out, cut and riveted in the shop but 
are put together at the place of erection. 
This erecting work is said to be done 
in the "field" and often constitutes the 
largest amount of the labor. 

Riveting that is to be done in the 
shop is designated in one way while 
that for the field is shown another on 
thedrawings. This will be discussed 
in chapter on Riveting. 



SLOPE AND FILLETS OF 
FLANGES. 

It vvill be seen that the inside of the 
flanges of I-beams and channels in- 
crease in thickness and this slope has 
been adopted as 2" per foot while the 
slope on the rail base is 13°, by the 
Carnegie Co. The fillet is the curve in 
corners of the structural shapes. 

The small fillets on Carnegie I-beams 
and channels have been made to a radius 
of 6-10 of the minimum web thickness; 



Copifig 



the large fillets to a radius of the mini- 
mum web thickness plus i-io of an inch. 
Draftsmen often cut out their tri- 
angles as shown in Fig. 4 to aid in draw- 
ing these shapes, the manner of laying 
off the slopes is as follows : 



The slopes on the "coped" ends are 
practicalh' that of the section of the 
other beam. When one beam is deeper 
than the other only one side is coped 
of the entering beam and often the for- 
mer is connected at such a position that 
no coping is necessa^3^ Coping is done 

on a special machine in the more rhodern 

shops. 




Fig. 4 

Make a lay out as in Fig. 5 with the 
line at slant of 2" in 12" or i" in 6", and 
cut the triangle so to fit the line. 

Reverse the triangle and finish both 
slopes at I and for those at R use a 
slant line at 13° with the horizontal 
and cut the triangle to fit. Scratch / 
for I-beam and R for rail. 



When one beam or channel is to fit 
into another and be connected b}' an 
angle the end of the intruding beam 
is cut to conform to the other and this 
process is called '"Coping." Fig. 6. 



This illustration shows the manner 
of increasing the weight of different 
shapes and it should be noted that only 
certain parts are effected, thus when the 
rolls are separated the web of I-beams 
and channel only are affected while in 
the angle and Z-bar the web and leg3 
both are increased. 




Fig. 5 




Fig. 6. 



Drawing Sections 



DRAWING SECTIONS. 

When the section of a structural 
shape is to be shown it is customary 
to arrange and blacken as in Fig. 8, 
but when larger and time will permit, 
it may be sectioned as in Fig. 7. 

If the section is blackened the rivet 
holes are drawn open as shown in Fig. 
9, but where the end view of a shape 
is to be drawn the rivet holes are put 
in black, Fig. 10. 

This will apply also to side views 
of shapes as in Fig. 11. 



When a side view of a shape shows 
the edge of a flange two lines are used 
to represent this, as in Fig. 11, but in 
case a channel is shown with the back 
toward the draftsman, dotted lines will 
be used for the flanges. 

The holes in the back flange on the 
side view should be shown as at a, 
Fig. II, with center line and "hatching" 
across it and those on the front flange 
are blackened as in the web. 

Thus, the workman will understand 
that the holes shown this way, are open 
and are to be filled by rivets, or bolts, 
in the "field." 



PLates'a a 




Web pi 8*'%^' 




Fig. 7 



r-'^-i 



£:^ 





Fig. 9 



Fig. 10 



Fig. 11 



6. 



Proportions of Chaiuiels 





PROPORTIONS OF CHANNELS 




(Carnegie) 


















Thickness 
T 


A 


c 


E 


G 










r 


Depth 
D 


wt. per 
Foot 


width 

Flange 

B 


Max 
Rivet 


Area 






'■"T 






in Lbs. 
















V 


15 


55.00 


3 13/] 6 


13/16 


2] 


If 


121- 


1 


f 


16.18 


^A 


(rT 






50.00 


3 23/32 


23/32 












14.71 












45.00 


3 -/8 


5/8 












13.24 




^''. 


j^r- 


L' 




40.00 
35.00 


3 17/32 
3 27/64 


17 32 

27/64 


H 


« 


" 


M 


'«" 


11.76 
10.29 




-B-H 


s 


33.00 


3 13/32 


13/32 


« 


« 


« 


- 


" 


9.90 


E is the max 


12 


40.00 


3 27/64 


49/64 


2 


1 


10 


it 


1 


11.76 


distance that 




35.00 


3 19 64 


41/64 












10.29 


could be used 




30.00 


3 11/64 


33/64 




" 


" 






8.82 


for a splice plate 




25.00 


3 3/64 


25/64 


i\ 






(( 


[] 


7.35 


and H should 


s 


20.50 


2 15/16 


9/32 










^^ 


6.03 


be taken so that 






















I is not less than 


10 


35.00 


3 3/16 


53/64 


2 


i 


8i 


1 


f 


10.29 


1 h times the 




30.00 


3 1/32 


43/64 


u, 










8.82 


diameter of 




25.00 


2 57/64 


17/32 


u 


u 


u 


^^ 


^^ 


7.35 


the rivet. 


s 


20.00 
15.00 


2 47/64 
2 19/32 


3/K 
15/64 


M 






i§ 


i( 


5.88 
4.46 


R = ^6_ of the 










" 


" 


" 








min. Web thick- 


9 


25.00 


2 13/16 


39 64 


If 


J 


7} 


f 


f 


7.35 


ness (Tj 




-0.00 


2 21/32 


29/64 












5.88 


For 24" it would 
be .6xr' = -3" 


s 


15.00 
13.25 


2 31/64 
2 7/16 


9/32 
15/64 


l"i 


u 


u 


if 


(1 


4.41 

3.89 


F = Min. Web 


8 


21.25 


2 5/8 


37/64 


1.: 


i 


61- 


1 


f 


6.25 


(T)+J;5"andon 




18.75 


2 17 32 


31/64 


j^ 


^ 


" 


^^ 


Jl 


5.51 


24" would be 




16.25 


2 7/16 


25/64 


^ 


^ 




^j 


,, 


4.78 


i+fo = rV' 




13.75 


2 11/32 


19/64 


1^ 


^ 




^^ 


jj 


4.04 


s 


11.25 


2 17/64 


7/32 




^ 


u 


^^ 


(( 


3.35 


Slope of flange 






















is 2" in 1 ft. 


7 


19.75 
17.25 


2 33/64 
2 13/32 


5/8 
33/64 


u 


f 


ol 


1 


1 


5.81 
5.07 


Those marked s 




14.75 


2 19/64 


13/32 


M 






H 


\\ 


4.34 


are stock sizes 




12.25 


2 13/64 


5/16 












3.60 


which are easily 


g 


9.75 


2 3/32 


13/64 












2.85 


obtained, the 






















others are spec- 
ial but can be 


6 


15.50 
13.00 


2 9/32 
2 c/32 


9/16 
7/16 


H 




^ 


32 


1 


4.56 

3.82 


sectired if de- 




10.50 


2 1/32 


5/16 


H 










3.09 


sired . 


s 


8.00 


1 19/64 


13/64 


u 


u 


,4 


i<. ■ 


ti 


2.38 


In ordering, 
designate wt. or 
thickness want- 
ed but not both. 


5 

s 


15.50 
9.00 
6.50 


2 1/32 
1 57/64 
1 3/4 


15/32 
21/64 
3/16 


1 


1 


31 


-h 


* 


3.38 
2.65 
1.95 


I n calculating 


4 


7.25 


1 23/32 


21/64 


1 


1 


2| 


J% 


^ 


2.13 


the areas and 




6.25 


1 21/32 


17/64 


^ 


^ 


,j 


i( 


I, 


1.84 


wts. of the var- 


s 


5.2-- 


1 37/64 


3/16 


« 


„ 


I, 




I, 


1.55 


ious sections 






















here shown, the 


3 


6.00 


1 39/64 


3/8 


n 


1 


If 


i 


1 


1.76 


fillets are disre- 




5.00 


1 1/2 


17/64 


^ 


^ 


J, 


(, 


,1 


1.47 


garded. 


s 


4.00 


1 13/32 


11/64 


" 


" 


" 


" 


" 


1.19 





Proportions of I-Beanis 





PROPORTIONS OF I-BEAMS 


(Carnegie) 






Depth 
D 


wt. 

per Ft. 


B 


T 


A 


c 


E 


G 


Max. 
Rivet 


Area 








24" 


100 
95 


n 




4 " 


IJ 


20i 


,¥ 


i 


29.41 
27.94 


J 


^"^ 


r^ 






N . 


^ 






90 


n 


1 


» 


» 


" 


" 


" 


26.47 


T' 


•■ 












85 


7A 


x% 


" 


» 


n 


" 


" 


25.00 










s 


80 


7 


^ 


" 


» 


n 


r> 


» 


23.32 


\ 


'/ 


1 


20" 


100 


'^s'f 




4 


y 


m 


II 


7 


29.41 






w 






95 


m 


h 


" 




" 


n 


» 


27.94 




^rk^ 


. 


s 


90 

85 
80 


7e\ 

7 


1 

fi 
■32 




" 


" 


r> 


n 


26.47 
25.00 
23.73 




l^-^^' 






75 


6^ 


H- 


3.^ 


y 


17 


M 


n 


22.06 






70 


611 


¥ 


n" 




» 


n 


n 


20.59 




s 


65 


6i 




» 


" 


» 


" 


" 


19.08 


E is the max 


18" 


70 


6H 


II 


31 


n 


15i 


u 


i 


20.59 


distance that 




65 


6k 
63^2 


^ 


» 




» 






19.12 


could be used 




60 


If 


» 


n 


n 


» 


» • 


17.65 


for a splice plate 


s 


55 


6 


If 


" 


n 


n 


» 


" 


15.93 


and H should 






















be taken so that 


15 


100 


611 


lr'6 


3| 


2 


11 


13V 


J 


29.41 


I is not less than 




95 


6k 


U'i 




n 


" 


V 




27.94 


1^ times the 




90 


6k 


If 


" 


n 


" 


" 


" 


26.47 


diameter of 




85 


6k 


k 


" 


" 


" 


n 


" 


25.00 


rivet. 


s 


80 


6F 


11 


" 


" 


" 


n 


3 


23.81 




15 


75 ■ 


m 


k 


3V 


H 


iii 


n 


4 


22.06 






70 


6rV 


2 5 

32 


» 






r, 


" 


20.59 






65 


6^V 


H 


» 


" 


" 


" 


» 


19.12 


R = i«^ of the 


s 


60 


6 


1 9 
32 


» 


" 


" 


" 


» 


17.67 


min. Web thick- 






















ness (T) 


15 


55 


5| 


■h 


3 


H 


12-i 


1 


f 


16.18 






50 


5|4 


- 1 


» 


" 


" 




» 


14.71 






45 


5|| 


11 


» 


" 


« 


" 


» 


13.24 




s 


42 


5i 


if 


» 


" 


" 


" 


n 


12.48 




12 


55 


5ff 


tI 


3 


i| 


91 


l\ 


3 


16.18 


For 24" it would 




50 


5ii 
5H 


-1 


» 


r> 


7> 




» 


14 71 


be .6X^" = .3" 




45 


>: 


» 


n 


n 


'^ 


" 


13.24 




s 


40 


54^ 


u 


» 


n 


n 


" 


" 


11.84 






35 


53^2 


rV 


2«' 


n 


n 


H 


" 


10.29 




s 


31 5 


5 


H 




n 


» 




" 


9.26 


F = Min. Web 


10 


40 


53% 


f 


2? 


1 


8 


y 


f 


11.76 


(T)+fV"andon 




35 


4k 


If 




» 


w 




" 


10.29 


24" would be 




30 


m 


it 


" 


" 


» 


» 


» 


8.82 


^+A = i%" 


s 


25 


4|i' 


T^e 




» 


» 


» 


» 


7.37 




9 


35 


m 


k 


^) 


1 


7 


T^T 


f 


10.29 






30 


4^1 


k 




" 


" 


n 


» 


8.82 






25 


4|| 


k 


n 


" 


" 


n 


" 


7.35 


Slope of flange 


s 


21 


4fi 


k 


n 






n 


» 


6.31 


is 2" in 1 ft. 


8 


25 5 


m 


it 


2i 


i 


61- 


ft 


1 


7.50 






23 


4k 


tV 


" 


n 


n 




" 


6.76 






20 5 


43^ 


II 


» 


n 


n 


" 


" 


6.03 




s 


18 


4 


ii 










» 


5.33 



Proportions of I-Beams 



PROPORTIONS OF \-^'E.M\S— {Continued) 


Those marked S 
are stock sizes 
which are easily 
obtained, the 
others are spec- 
ial but can be 
secured if de- 
sired. 

In ordering, des- 
ignate weight or 
thickness want- 
ed, but not both 

lu calculating 
the areas and 
w^eights of the 
various sections 
here shown, the 
fillets are dis- 
regarded. 


Depth 


wt. 

per Ft. 


B 


T 


A 


c 


E 


G 


Max. 
Rivet 


Area 


7 

s 
6 

s 
5 

s 
4 

s 
3 

s 


20.0 
17.5 
15.0 

17.25 
14.75 
12.25 

14.75 

12.25 

9.75 

10.5 
9.5 
8.5 
7.5 

7.5 
6.5 

0.0 


3,^ 

3:11 

3H 

3U 
32-1 
3H 

3H 

2a- 
2\| 

2|| 
2?| 

2H 


It 

r 
11- 

li 

\\ 

\ 
\\ 

64 
if 

16 

ft 

w 

64 


21 

u 
« 

2 

« 

1| 
« 
li 

1=?6 
u 


i 

a 

f 
a 
« 

1 

1 

1 
« 


51- 

« 

« 

3i 

« 

2| 

If 


1 

« 
« 

a 


1 
1 

1 


5.88 
5.15 
4.42 

5.07 
4.34 
3.61 

4.34 
3.60 

2.87 

3.09 
2.79 
2.. 50 
2.21 

2.21 
1.91 
1.6,, 



CHAPTER II. 



RIVETS AND SPACING 



All structural work is held together 
by rivets or bolts, the former nearly al- 
ways put in hot. When the work is 
to be riveted together in the shop the 
heads of the rivet are shown full on 
the drawing, but the body need not 
be dotted. If it is to be riveted in the 
"field" the draftsman draws a circle 
the size of the hole and fills it black. 
Fig. II. Convenient signs have been 
adopted to show the manner of rivet- 
ing desired whether full heads or 
countersunk head is here given, Fig. 12. 



Inside Radius erf Shell 6'jl^'- 
K - -'—Id 




•Ens. 

NEWS. 



X . 



^Countersunk Rivets\ 
6"Pifch 
Beveled Edges- 



Fig. 12 



A side view of the full head should 
be shown as a half circle. Fig. 7. 

There are several forms of rivet heads 



among which are the flat, the cone, the 
button, the steeple and the countersunk. 
Countersinking of the rivet is carried 
out to several degrees, depending much 
on what the conditions in which the 
work is to be finished. 

The word "countersunk" means sim- 
ply the tapering of the hole outward and 
forcing the hot rivet to fill it and the 
excess of material remaining rough. 
When a smooth surface is required this 
excess must be cut off, and the term, 
"countersunk and chipped," arises. 

Several "degrees" of finish is noted 
in the standards adopted for the use 
of designers by concerns making or 
using structural steel but nearly every 
drafting room has its own list. 

Fig. 13 gives some sizes of rivets and 
it will be noted that the angle of the 
countersunk head is generally drawn 
60°. 

The Conventional Rivet Signs are 
made up from the books of the Am. 
Bridge Co., and Carnegie Stel Co., and 
presents the average practice. Fig. 14. 







Cms 






^''^K 



©^ t^ 




r 



ff^ 



o 




Riiets and St>ocing 

CONVENTIONAL RIVET SIGNS. 




American Bridge Co. Standard. 


Carnegie Standard. 




3 1 5. 






^ 


Full heads 
both sides. 


^ 


s^ 


t 

u Both sides. 1 


^ 




p - .= 






^ 


*■ Other side. £ 


^ 




Rivets tl 
be countt 
chipped sh 
noted on th< 






® 




1 


3 
This side. . 


® 




J 


Both sides. ^ ^ 






# 

8^ 






o 




Other side. | | 

1 = 

This side. <% 









• 


4 


' Full heads 
both sides. 


«1 


.= Both sides. '. 

1 - 







T 

Both sides. \ "^ 


'•"> 
"^T-' 


2 Other side, t 

.2i c 


^%^ 
^-^ 









Other side. | p 





® 




This side. i 

h- -4- 

Both sides. -^ 

o 












This side. 








w 





Both sides, -a ' ^ 








s 


Other side, c 










1 ^2 
> Other side. | ^ 








1 This side. '"1 

hi -^^ 

^ Both sides. . -J 







O 


1 il 

J-' This side. .3 










Both sides. | 





© 




3 .=■ 

Other side. « "^ 

il 











other side, t 

c 





© 




This side. 1 


o 




)^>< 




This side. j 


a 


O 


) 


Full heads 
both sides. 


o 




Full heads 
both sides. 





Vertical and horl 


zontal 


center lines sho 


uld run through rivets. 










Fig. U 











Rivets and Spaci?ig 



II 



Most of the riveting in the shop is 
done with a machine and much of the 
"field" rivets are driven by the same 
method, too. 

Machine driven rivets have usually 
the same form for both heads, but occa- 
sionally a cone or even the pointed head 
are found. 

The proportions Fig. 15 shown are 
based on the diameter of the body, that 
is, 1.75 would mean 1.75 x d. 



The riveter then forms the other head 
but care must be exercised in finish- 
ing that he not strike it to cold for fear 
that the head will fly off. 

When the rivet is to be extended the 
5^ or ^ or ^ as indicated by the signs 
the depth of the hole for countersink- 
ing need not be so much in the latter 
as in the former case. 

Of course there is a wide difference 



LTD 




riflNP niYcrir/<j 



Rivet holes are always punched 32 to 
^" larger than the rivet to be used and 
the squeezing of the hot rivet fills up 
the space. 

With careful men to lay out and 
punch the work the parts go together 
without much difficulty but to bring two 
holes in line which are slightly off cen- 
ter, a drift pin may be needed which is 
hammered or wedged into the holes to 
draw the metal enough to permit a rivet 
to be inserted, Fig. 16, but the rivet 
never fills the hole perfectly. 

In riveting up work a heater prepares 
the rivet to proper heat then gives it to 
a helper who puts it in place where it 
is held by the riveter for an instance 
while the helper places a "dolly" bar 
against its head. 




r,OUfVTEF15L>KK RlVCTlKG 



between the theoretical and actual con- 
ditions in riveting. 

A theoretically perfect rivet should 
fill the hole completely, be of homogen- 
eous material throughout and have two 
well formed heads. 

In Fig. 17 are shown some of the 
more frequent imperfections in rivet 

— 11 — ;! ii — \ i ! i i ! r- 

1_(?J b c d G 




Fig. 16 



Fig. 1/ 

work resulting from carelessness of the 
workmen. 

At a for comparison, is shown a per- 
fectly driven rivet, the original form 
being shown dotted, this "shank" being 
3^ to ife of an inch less in diameter 
than the hole which it is to fill and 
enough longer to make a perfect head. 



12 



Rivets and Spacing 



The amount of metal held by the 
rivet is called the "grip," it may be 
the two plates, a plate and angle, two 
angles or an}- other structural shape. 

Both heads should be concentric with 
the body and the rivet should be per- 
fectly tight, the failure to be so is more 



Fig. 18 

apt to be the result of machine than 
hand riveting, since the former has a 
fixed distance to move in closing up 
the rivet. 

If the rivet gives a clear, sharp ring 
when struck with a light hammer, it 
may be considered tight. 

At h is shown a loose rivet which 
has been "caulked" with a cold-chisel 
to make it appear tight — a common 
trick. 

A close inspection should be made of 
the heads for signs of the caulking tool. 



especially if the rivet has been gener- 
oush' besmeared with fresh paint or 
tobacco juice. 

Form c is probably due to uneven 
heating one side mashing down allow- 
ing the head to be formed off the cen- 
ter. 

The condition shown at d results 
from two much metal in the shank of 
the rivet before driving, giving a "soldier 
cap" head. The reverse of this is shown 
at e, (not enough metal). In the case 
of c and d the full strength of the rivet 
is probably developed and may be al- 
lowed to pass if that is all that is de- 
sired but h and e should be condemned 
unquestioningl3^ If the rivet could be 
secured like in Fig. i8 it would aid quite 
materiall)' in the shop if uniformly 
heated. 

It would insure the complete filling 
of the hole up to the head. Many 
firms have designed rivet dies for their 
machines and the sizes of a well known 
firm is shown in Fig. 19. 

Shop rivets are generally calculated 
at higher values than field-driven rivets, 
it being assumed that they are driven 
by machine riveters capable of exerting 
a hea^'>• pressure. 




S5^ 



St 


andard F 


!ive 


tS*' 


c/Dies. 


A 


B 


c 


D 


E 


F 


G 


H 


1 


\ 


i 


^ 


1 


i 


f 


^ 


1 
1 


i 


i 


fe 


I4 


A 


}i 


i 


1 


\i 


TZ 


K 
32 


li 


11 

64 


1 


^ 


1 


\i 


^ 


i 


IJ 


6^4 


111 


i 


8 


lil 


i 


i 


2 


6 


If 


k 


1 


II 


i 
4 


1 


2i 


i 


Ift 


1 

Z 


li 


2 


i 


1 


3 


i 


11 


i 



Fiff. 19 



Rivets and Spacing 



13 



It is important, therefore, to avoid 
placing them in positions that cannot 
be reached by the machine riviter. Riv- 
ets that can not be reached by the ma- 
chine must be driven by hand at a much 
greater cost. 

SPACING. 

The distance between the center of 
rivets in the same hne is called the 
"pitch" and the arrangement is termed 
"spacing." 

The lettering and figuring may be 
shown as in Fig. .20, where several 



itx /O" —^ 



A 



A^S. Mot 

Fig. 20 



spaces are the same, this being better 
than to dimension the whole in small 
and irregular fractions of an inch. 

The distance from the back of an 
angle to the center of a rivet hole is 
called the "gage." 

The "gage" of rivet holes in the 
flanges of I-beams is from center to 
center of holes, in fact the term may 
be appHed as meaning "center to cen- 
ter" of holes or from a "face" to the 
center. 

Some data on minimum spacing is 
here given, Fig. 21. 

The minimum distance from the cen- 
ter of any rivet hole to a sheared edge 
ought not be less than ly^ inches for 
^-inch rivets, 1^4 inches for ^-inch 
rivets, i^ inches for ^/^-inch rivets and 



c:^ c':\ 



^z/ 



^ 



£:^ ^:\ 



^■^•^-^" 



U-c ->■ 







^^ 



MINIMUM RIVET SPACING 


. 


SIZE of RIVET 


i 
1 


li 


i 
If 


i 
2 


2i 


21 


1 

3 


MINIMUM 
DIST. FOR C 



WHEN 

A 

IS 


FOR RIVET DIAMETER OF 


%" 


'a 


b 

INCHES 


b 

INCHES 


H 


u 


I* 


ifV 


lA 


lA 


H 


U 


U 


ifV 


ItV 


lA 


If 


H 


U 


ItV 


i 


1 


H 


i 


H 


lA 


i 


1 3 
T-6 


11 


1 


H 


IH 





i 


a 





t\ 



Fig. 21 

* 
I inch for J^-inch rivets, and to the 
rolled edge, 1^4, 1%, i and ]4 inches, 
respectively ; the maximum distance 
from any edge should be eight times 
the thickness of the plate. 



H 
















Sp 


acing 


in Angles 








SPACING IN ANGLES 






From Hand Book of Carnegie, Cambria, American Bridge Co. and others. 






size 


T 


F 


R 


G 


\Vt. per 
foot 


Area Max ] 
sq. in. (( 


Rivet 

i) 




^ 




8x8 


n 


J 


5 
1 i 


4 


56.9 


16.73 io 


r 1 












1 '■ 


' ' 








54.0 


15.87 


' 


T 




c 






1 


" 


" 






51.0 


15.00 


' 


i 


^ 


■f — ?\ 






] ,3 


" 


" 






48.1 


14.12 


' 


•t^G-^ 


x- 






V 

] i 

1 J 


- 


i' 






45.0 
42.0 


13.23 
12.34 


< 


The fillet (F)ancl 






i 




" 






38.9 


11.44 


' 


the round (R) are 






1 1 

Hi 




" 






35.8 


10.53 


' 


for the smaller 






t 


" 


' 






32.7 


9.61 


' 


size, the thicken- 






T^^ 


" 


' ' 






29.6 


8.68 


' 


ing process in- 


•' 


A 




"' 




26.4 


7.75 


' 


creasing T but not 


















the curves. 


Gx6 


1 


\ 


1 


3} 


37.4 


11.00 io 


r 1 








] 5 

i J 


' ' 


" 






35.3 


10.37 


' - 


Y-f-"-^ — - — • 






i 


" 


(( 






33.1 


9.74 


' 




i ^ 


\ ^ 








i -i 


" 


" 






31 


9.09 


' 




1 a: 


^ T 








V 




" 






28 7 


8.44 


' 






A^ 


" 






J 1 

V 

1^6 


i< 


- 






26.5 
24 2 
21.9 


7.78 
7.11 
6.43 


' 


:-£ 


5— 






4 ^ 








1 


" 


" 






19.6 


5.75 


' 












7 _ 


' ' 


1. 1 






17.2 


5 . C6 ' 


I 




<^6^c;^ 


^•^ 








1 l> 
1 


' ' 


•' 






, 14*9 


4^36 


' 


The rivet holes on 


5x5 


1 


\ 


1 


2} 


30.6 


9.00 to 


rl 


8" and 6" angles 






IS ■ 


" 








28.9 


8 . 50 


' 


may be opposite 






8" 


'1 


' ' 






27.2 


7.99 


' 


each, but on 5" 






1 J 

1 J 




" 






25.4 


7.46 


' 


staggered. 






1 

X • 


'. 


*i 






23.6 

21.8 


6.94 
6.42 


! 


On8"=G=3" 






f 


" 


" 






20.0 


5.58 


< 


G'=3.r' 






-h 


" 


" 






18.1 


5.31 


' 


G"=U" 






i 


" 


" 






16.2 


4.75 


' 


On6"=G=2^" 






1^6 


" 


" 






14.3 


4.18 


' 


or 21 






1 


" 


" 






12.3 


3.6L 


' 


G'=2"or2', 


















G"=l^" 


4x4 


1 3 


f 


5. 


2} 


19.9 


5.84 io 


r 1 


On 6", G is some 






V 


|[ 


" 






18.5 


5.44 


' 


times taken as 2 h " 






1 « 










17.1 


5.03 ' 




G' as 2|" and G" 
asli- 






1 

9 
-] 6 

2 


., 


i< 






15.7 
14.3 

12.8 


4.61 
4.18 
3.75 


' 


The distance, cen- 






l^B- 


' ' 


" 






11.3 


3.31 


' 


tre to centre of 






t 


" 


" 






9.8 


2.86 


' 


rivets, should nc t 






5 


" 


" 






8.2 


2.40 


' 


be less than 3d or 


















more than 16d,so 


3.] X 3r 


1 3 
1 \i 


5. 


I 


2 


17.1 


5.03 |o 


r 1 


<2would be at least 






i 


' ' 








Wv 


4.69 




4d. 








.' 


a 






H.8 
13.6 


4.34 

3.98 




It is best not to 






^^- 


" 


" 






12.4 


3.62 




space rivets rivets 






1 


" 


" 






11. 1 


3.25 




on same line in 






1 r 


'• 


" 






9.8 


2 87 




the two leg when 






1 


" 


" 






8.5 


2.48 




not staggered. 


• ' 


5 
1 J 










7.2 


2.09 





Supplement The Industrial Magazine, April 1907. 











spacing 


in Angles 






I^ 


SPACING 


IN 


ANGLES. (Continued) 






Size 


T 


F 


R 


G 


Wf. per 
foot 


Area 
sq. in. 


Max Rivet 
(d) 


3x3 


t 


A 


\ 


If 


11.5 


3.36 


fort 




'* 


A 


i( 


" 




10.4 


3.06 




The distance A 
should determine 


<( 


^ 

¥ 


(t 


(1 


(1 


9.4 

8.3 
7.2 
6.1 
4.9 


2.75 
2.43 
2.11 

1.78 
1.44 


- 


where rivets are 
to be staggered. 




8 


" 


" 




" 




2| X 2:1 


J 


A 


1- 


I2 


8.5 


2.50 


1 


n 


S-'^ 


I 






i( 


(( 


7.6 
6.6 
5.6 


2.22 
1.92 
1.62 


■ (( 






^ 


2^ X 2>T 


i 

^ 


i 


3 

1 ; 


1^ 


4.5 

7.7 


1.3J 
2.25 


f 








'< 


i-V 






( , 


6.8 


2.00 




A=}[ Diam. of 


" 


f 


" 


" 


" 


5.9 


1.73 


(< 


head+]". 


" 




<( 


it 


<■( 


5.0 
4.1 
3.1 


1.47 
1.19 
0.90 


( I 




21 X 21- 


1 


} 


3 

] e 


n 


6.8 


2.00 


3 

4 




k 


K 


/e 


" 




" 


6.1 


1.78 




f 


aE\77 


(( 


1 


" 


" 


(( 


5.3 


1.55 


(( 


-\ 


1^^^^ 


" 


" 


" 


" 


4.5 

3.7 


1.31 
1.06 








i 












" 


t\ 


'* 


" 


" 


2.8 


0.81 


<( 


H is given as fol- 


2x2 


i't 


\ 


fr 


^h 


5.3 


1.06 


t 


ldv7s: — 


^i 


1 




(t 




4.7 
4.0 


1.36 
1.15 




for V rivet, \" 


(( 


V 


i( 


(( 


" 


3.2 


0.94 


" 


" 1 " Ire 
" \ " 11- 


i( 


A 


" 


" 


" 


2.5 


0.72 


" 


" I " 1t^6 


Ifxlf 


I'e 


\ 


fj 


i'^ 


4.6 


1.30 


1 


" 1 " 1| 

1 


(( 
<< 


f 

V 


- 






4.0 
3.4 
2.8 
2.2 


1.17 
l.dO 
0.81 
0.62 


<>i. 


} — »:<Mi:^ ^ 


^ 


l^xli 


f 


^ff 


\ 


11- 


3.4 


0.99 


\ 


» — "mw^ -t^ 


f^ 


;; 


t 




;: 




2.9 
2.4 


0.84 
0.69 


<< 
(i 


':'/«^ 




t( 


i 


- 


" 


" 


1.8 
1.3 


0.53 
0.36 


(1 




Uxll 


T^S 


,^ 


^ 


1 1 
1 


2.4 


0.69 


\ 






i 


a 






2.0 


0.56 


" 


Least amounts 


(( 


A 


a 


" 


" 


1.5 


0.43 


(( 


that can be used 


(( 


i 


a 


" 


" 


1.1 


0.30 


(( 


in spacing for 


















rivets when mac- 


1 xl 


i 


i 


i 


/r 


1.5 


0.44 


1 


hine driven. 


" 








(1 


1.2 

0.8 


0.34 
0.24 








t 


I 


* 


\ 


1.0 

0.7 


0.29 
0.21 


f 




fxf 

(< 


t 


f^ 


i 


I 


0.9 
0.6 


0.25 
0.17 


i 



Supplement, The Industrial IMagazine, April 190'J 



I 


6 


Spac'mg in Angles 














SPACING IN 


ANGLES— Unequal Legs. 






?\ 


Size. 


T 


F 


R 


G 1 Gi 


Wt. per 
Foot 


Area 
Sq. In. 


Max. 
Rivet 


■ * 8 X 3^ 


u 


1 6 


i 


2 


4 


20.5 


6.02 




r^ 




a' 


r» 




i 
















1. 
I" 


''^\^ 


* 7 X 3i 


1 

\% 
i 


i 


1% 


2 


3^ 


32.3 

30.5 

28.7 


9.50 

8.97 
8.42 


ior 1 


■::Tl\ 










-CJ ^ f/t 




" 


1 3 

i R 






" 






" 


26.8 


7.87 


" 




» 


f 






" 






" 


24.9 


7.31 


" 


Those 


" 


n 






" 






" 


23.0 


6.75 


" 


marked * 


" 


1 






" 






" . 


21.0 


6.17 


" 


are special, 


" 


A 






" 




I 


a 


19.1 


5.59 


" 


but can be 


" 


j 






" 






" 


17.0 


5.00 


(( 


obtained 


" 


i'e 


" 


" 


" 


" 


15.0 


4.40 


" 


easily. 






















6x4 


1 


* 


1 


21- 


3^ 


30.6 


9.00 


tor 1 




" 


tI 


" 


a 






28.9 


8.50 






» 


i 


" 


" 




" 


27.2 


7.99 


'< 




» 


1 H 

i fi 


" 


" 




" 


25.4 


7.47 


it 




" 


1 


" 


" 




" 


23.6 


6.94 


• ( 




» 


H 


(( 


«< 




(( 


21.8 


6.41 


" 




» 


1 


" 




»' 


20.0 


5.86 


" 




" 


9 
1 6 


" 




" 


" 


18.1 


5.31 


" 




» 


j 


" 


" 


" 


" 


16.2 


4.75 


i< 




» 


I'e 


" 


" 


'• 


a 


14.3 


4.18 


" 




» 


1 


(( 


" 


" 


" 


12.3 


3.61 


" 




6 x 31 


1 


i 


f 


If 


I' 


28.9 


8.50 


I or 1 




" 


T6 












27.3 


8.03 


(( 




" 




' " 






" 


" 


25.7 


7.55 


- (> 




» 


11 


" 






" 


" 


24.0 


7.06 


" 




» 


\ 


" 






" 


" 


22.4 


6.. ^6 


" 




" 


r« 


" 






" 


" 


20.6 


6.06 


" 




» 


t 


" 






" 


" 


18.9 


5.55 


" 




» 


J9 
1 6 


" 






" 


(< 


17.1 


5.03 


" 




" 


h 


" 






(( 


" 


15.3 


4.50 


'< 




» 


n 


" 






. " 


" 


13.5 


3.97 


" 




» 


" 


" 


" 


" 


11.7 


3.42 


" 




5x4 


i 


V. 


1% 


21 


21 


24.2 


7.11 


¥or 1 




» 


13 
1 6 








n 


22.7 


6.65 


" 




» 


^ 


<< 


" 


" 


'' 


21.1 


6.19 


•' 




" 


T« 


" 


" 


" 


" 


19.5 


5.72 


11 




» 


f 


" 


" 


" 


" 


17.8 


5.23 


" 




» 


/e 


" 


" 


" 


" 


16.2 


4.75 


" 




" 


i 


" 


" 


<' 


(( 


14.5 


4.25 


" 




» 


T^6 


" 


" 


" 


" 


12.8 


3.75 


(( 




» 


f 


" 


" 


" 


" 


11.0 


3.23 


" 




5x3^ 


7 
"8 


7 
1 6 


5 
16 


2 


21 


22.7 


6.67 


1 or 1 




" 


ii 






" 


(( 


21.3 


6.25 


" 




» 




<i 


" 


a 


" 


19.8 


5.81 


'< 




» 


]I 


'< 


" 


'< 


" 


18.3 


5.37 


" 




"_ 




i( 


" 


" 


" 


16.8 


4.92 


" 




»' 


9^ 
1 9 


" 


" 


" 


" 


15.2 


4.47 


" 




» 


i 


" 




" 


" 


13.6 


4.00 


'< 




" 


i'e 


" 


" 


'* 


" 


12.0 


3.r3 


" 




» 




" 


" 


" 


" 


10.4 


3.05 


" 




>» 


/e 


" 


" 


" 


" 


8.7 


2.56 


" 



Supplement to The Industrial Magazine, May, 1907. 



spacing in Angles 



17 



SPACING IN ANGLES— (Continued). 


Those 


Size. 


T 


F 


R 


G 


Gl 


Wt. per 
Foot 


Area 
Sq. In 


Max. 
Rivet 




















marked * 


5x3 


16 


1 


5 

16 


li 


2| 


19.9 


5.84 


fori 


are special, 


" 






w 


'* 


" 


18.5 


5.44 




but can be 


" 


i! 




*' 


1 < 


" 


17.1 


5.03 




obtained 


(( 


t 




" 


" 


" 


15.7 


4.61 




easily. 




1 


(( 


(( 






14.3 
12.8 
11.3 

9.8 
8.2 


4.18 
3.75 
3.31 

2.86 
2.40 






*4* X 3 




1 


1^6 

(( 

If 


11 


2i 


18.5 
17.3 
16.0 
14.7 
13.3 
11.9 
10.6 
9.1 
7.7 


5.43 
5.06 
4.68 
4.30 
3.90 
3.50 
3.09 
2.67 
2.25 


i 




* 4 X 3} 


\ 


f 


A 


2 


2K 


18.5 
17.3 
16.0 


5.43 
5.06 
4.68 


f 




(( 

(( 
u 


I 

I'e 
I 


'' 


«' 






14.7 
13.3 
11.9 
10.6 
9.1 
7.7 


4.30 
3.90 
3.50 
3.09 
2.67 
2.25 


l< 

(t 
(( 

(1 




4x 3 

(( 
(1 


f3 

1 6 


i 



M 

(( 


n 


2i 


17.1 
16.0 
14.8 
13.6 
12.4 
11.1 


5.03 
4.69 
4.89 
3.98 
3.62 
3.25 


f 






i(5 

1 


i< 




.< 


(( 


9.8 

8.5 

7.2 


2.87 
2.48 
2.09 


<< 




3-1 x 3 


1 3 




<■! 


n 


2 


15.8 


4.62 


f 




" 








t( 


14.7 


4.31 






<( 


if 




t( 


" 


" 


13.6 


4.00 


" 




«* 






" - 


" 


" 


12.5 


3.67 


" 




<< 


1^6 


1^ 


11 


- 


'' 


11.4 

10.2 

9.1 

7.9 

6.6 


3.34 
3.00 
2.65 
2.30 
1.93 


1( 

41 




3^x 2} 


IT 
1 6 


1^6 


i 


11 


2 


12.5 


3.65 


^1 








f 




" 




" 


11.5 


3.36 










1 6 




" 


" 


" 


10.4 


3.06 






" 




h, 




<' 


" 


" 


9.4 


2.75 






■ 




T^ 




'< 


" 


" 


8.3 


2.43 














" 


" 


" 


7.2 


2.11 










-1*6 




" 


" 


" 


6.1 


1.78 






<( 


i 




>< 


" 


" 


4.9 


1.44 





Supplement, The Industrial Magazine, Ma}^ 190'i 



i8 



Spacing in Angles 



SPACING IN ANGLES— (Continued), 



Those 

marked * 

are special, 

but can be 

obtained 

easily. 



Size. 



* Six 2 



3x 2i 



3x2 

(( 

<< 

2| X 2 

(( 
(( 
(( 

^2ix \\ 
<( 

* 2x If 

* l|x 1 



T6 



Gl 



Wt. per 
Foot. 



J- a 



u 



n 



n 



n 



\\ 



1} 



Area 
Sq. In. 



9.0 

8.1 
7.2 
6.8 
5.3 
4.3 

9.5 
8.5 
7.6 
6.6 
5.6 
4.5 

7.7 
6.8 
5.9 
5.0 
4.1 

6.8 
6.1 
5.3 
4.5 
3.7 
2.8 

5.6 
5.0 
4.4 
3.7 
3.0 
2.3 

2.7 
2.1 

1.9 
1.0 



2.64 
2.38 
2.11 
1.83 
1.54 
1.25 

2.78 
2.50 
2.22 
1.92 
1.62 
1.31 

2.25 
2.00 
1 73 
1.47 
1.19 

2.00 
1.78 
1.55 
1.3L 
1.06 
0.81 

1.63 
1.45 
1.27 
1.07 

0.88 
0.67 

0.78 
0.60 

0.53 
0.28 



Max. 
Rivet. 



Supplement The Industrial Magazine, May, 1907. 



Z Bars 



19 



Z BARS 



h6-H 



jpr'v 






Z Bars are 
known by depth 
of body or web 
and not by the 
legs. 

l"or instance a 
C " Z-bar is given 
ill the first nine 
rows at the top. 
The hole in the 
flanges are spac- 
ed as for angles 
and the one in 
the web could 
be \ the height 
although the 
AmericanBridge 
Co. gives values 
as show for G ' 

The Fillet (F) 
is -^ :" and the 
round ( R ) /g " 
en all Z-Bars 

Z-Bars marked 
special (*) are 
Listed ill Car- 
negie Steel Co. 
book only, the 
other sizes from 
the same but 
very closely re- 
sembling the 
AmericanBridge 
Co. 

The last size 
has one long 
flange with 
square corner 
inside and out. 



3\x6x8\ 

3i^fi X e.ig x3 1^ 

3| X 6^ x 3^ 



3j%x 6,^ex3 i^e 
3|x6Ax3| 

3.} x 6 x 3i 

3i^6x6,^ex3,«6 

3| X 6} X 3f 

3} X 5 X 3} 

3 1 g X 5 , g X 3 i^g 

31 X h\ X 3| 

3} X 5 X 3| 

3 V X 5 1^6 X ^ '^ 
3| X 5| X 3| 

3} X 5 X 31 

"^ 1 6 X O 1 6 X O ^ g 

3| X 5} X 3i 

3i g X 4 X 3 g 
3^x-l,' x3} 



31-x4'ex3L 
3i^^6 X 4^ X 3i^^g 



3i-x4^ x3i- 



2ax3x2-;i 
2| X Z-l^ X 21 

2^x3x21^ 
2f X 3 Jg X 2^- 



2^ X 3j'g X 1.4 

* 3 X 6 X 3 

-lLxl|x21 



3 
None 



Wt per 
foot 



18.3 
21.0 

22.7 
25.4 
28.0 

29.3 
31.9 
34.6 

11.6 
13.9 
16.4 

17.9 
20.2 
22.6 

23.7 
26.0 
28.3 

8.2 
10.3 
12.4 



23.0 

6.7 

8.8 



12.5 
14.2 

14.5 
3.5 



Area 
sq. in. 



4.59 
5.39 
6.19 

6.68 
7.46 

8.25 

8.62 

9.40 

10.17 

3.40 
4.10 
4.81 

5.25 
5.94 
6.64 

6.96 
7.64 
8.33 



5.55 
6.14 
6.75 



97 

,48 

86 
36 



3.69 
-J. 18 



Max Rivet 



or f 



Supplement, The Industrial Magazine, April, 1907. 



CHAPTER III. 



BOLTS, EYEBARS AND PINS 



The bolts used in structural work are 
nearly all square headed with square 
nuts and with ordinary V-threads of 
U. S. standard proportions. 

To show a bolt on a drawing, ap- 
proximate sizes are used, and the man- 
ner of drawing the head and nut are 
shown, in the Appendix. 

Instead of drawing in all the lines for 
the plain V-thread several convenient 
methods have been used to represent 
them, as in No. i, and No. 2, Fig. 21. 



)^ 1 lllllllllll 




) . Ill ) 



ing table. The number of threads per 
inch is the number of turns the nu1 
must make to move it along the bolt 
a distance of 1" . 

The length of a bolt is the distance 
from the head to the end, it does not 
include the head. 

In order that the strength of the 
threaded portion may be as strong as 
the body of the bolt the former is in- 
creased in size as shown in Fig. 23. 
This is called upsetting and the follow- 
ing table illustrate the amount allowed 
on round and square rods. 



lig.22 

The angle of the lines being about 86*^ 
or 87° with the horizontal. Threads 
may be either right or left hand, the 
latter never used in this work hence the 
lines should be shown sloped as in 
Fig. 22. 

The rounding of the end of the bol' 
is made with a radius equal to two 
times the diameter of the bolt. The 
common length for the threads to be 
cut on bolts are shown in the follow- 




Fig. 23 



NOTE— Upsetting reduces the strength so that 
bars having the same diameter at Root of thread 
as that of the bar invariably break in the screw 
end when tested to distinction, without develop- 
ing the full strength of the bar. 

It is therefore necessary to make up for their 
loss in strength by an excess of metal in the 
upset screw ends over that in the bar. The 
above table is the result of tests by The Carnegie 
Steel Co., and gives proportions that will cause 
the bar to break in the body of the bar. 

To make one upset end for 5 in. length of 
thread, allow 6 in. length of rod additional. 



Lengths of Threads Cut on Bolts. 



Length of Bolt'?. 


i&^ 


1 


ih & ^ 


T^&f 


1 


i 


1 


H 


14^ 


I to l^in. 
1| " 2 " 

2^ " 2.^ " 
2| " 3 " 
3| " 4 " 
4^ - 8 - 
S\ " 12 " 
12'^ " 20 " 


1 

1 

1 
1 


1 

t 

1 
1 


1 
1 
1 

1 

n 
u- 
u 

H 


It 

1| 

2 












2" 
2 


U 
If 
If 
H 

2 

2\ 








If 
If 

if 






2^ 

3 
3 


'"21" 
2f 
3 . 
3 



Bolts longer than 20 inches and larger than 1| inches in diameter will 
be threaded about 3 times the diameter of the rod. 



Bolts, Eye bars and Pins 



21 



STANDARD UPSETS 

For Round and Square Bars 







ROUND BARS 


1 




SQUARE BARS 






ROUND 


UP.SET 


UPSET 


vSQUARE 


Diam. 


Area 


Diam. 


Length 


Add 


Area at 
Root 


Excess 
Area 


Excess 
Area 


Area at 
Root 


Add 


Length 
Inches 


Diam. 
Inches 


Area 


Dian-. 


Inches 


Sq. Ins. 


Inches 


Inches 


Inches 

4] 


Inches 








Sq. Ins. 


Inches 


Sq. Ins. 


Inches 


1 


0.307 


^ 


4 


0.420 


36.8 














1 


\ 


0.440 


1 


4 


31 


0.550 


24.4 


20.6 


0.694 


3] 


4 


1'5 


0.563 


f 


I 


0.601 


u 


4 


5 


0.891 


48.3 


16.3 


0.891 


4 


4 
4 


11 


0.766 


i 


1 


0.785 


If 


4 


4| 


1.057 


34.7 


29.5 


i.':9.-. 


4 


U 


1.000 


1 


u 


0.994 


15 


4 


3;^ 


1.C95 


30.3 


19.7 


1.515 


4.^ 


4| 


If 


1.266 


If 


11 


1.227 


If 


4^ 


3J 


1.515 


23.5 


31.1 


2.049 


4] 


4i 


u 


1.563 


li- 


If 


1.485 


If 


4| 


3] 


1.744 


17.4 


21.7 


2.302 


4^ 


5 


2 


1.891 


lt 


li 


1.767 


2 


5 


4i 


2.302 


30.3 


34.0 


3.0-23 


4| 


5 


21 


2.250 


u 


li 


2.074 


n 


5 


4i 


2.651 


27.8 


29.6 


3.410 


4| 


5J 


2§ 


2.641 


li 


n 


2.405 


2} 


5 


4 


3.023 


25.7 


21.3 


3.716 


4^ 


5^ 


2^T 


3.063 


i| 


1,4 


2.761 


21 


5,i 


4.V 


3.410 


23.9 


31.4 


4.619 


5,^ 


6 


2| 
2i 


3.516 


U 


2 


3.142 


n 


5^ 


31- 


3.716 


18.3 


27.7 


5.107 


4^ 


6 


4.000 


2 


2^ 


3.547 


2f 


5^ 


3| 


4.155 


17.1 


20.2 


5.430 


41 


6 


3 


4.516 


n 


2V 


3.976 


2| 


6 


4f 


5.107 


28.5 


28.6 


6.510 


5^ 


6i 


31 


5.06:: 


21 


2i 


4.430 


3 


6 


4f 


5.430 


22.6 


33.8 


7.518 


6J 


7 


33, 
3| 


5.641 


2| 


2i 


4.909 


3| 


6iT 


4| 


5.957 


21.3 


30.7 


8.170 


61- 


8 


6.250 


2 J 


2| 


5.412 


3i 


6^ 


41- 


6.510 


20.3 


35.0 


9.305 


61 


8 


3^ 


6.891 


2f 


2| 


5.940 


31 


7 


4i 


7.088 


19.3 


32.1 


9.994 


6 


8 


4 


7.563 


21 


2t 


6.492 


3| 


8 


5 J 


8.170 


25.9 


37.0 


11.329 


8 


9 


41 


8.266 


2} 


3 


7.069 


31 


8 


51- 


8.641 


22.2 


41.7 


12.753 


7^ 


9 


4^. 


9.000 


3 


3.^ 


7.670 


3J 


8 


5J 


9.305 


21.3 














3i 


31- 


8.29 


4 


8 


4a^ 


9.994 


20.7 














31 


3] 


9.621 


4} 


9 


51 


11.329 


17.7 














Z\ 


3| 


11.045 


4i 


9 


4f 


12.753 


15.5 














3f 



From American Bridge Co. 



22 



Bolts, Eye bars and Ph 



To join two rods and afford a means 
to tighten them, a "turn buckle" is used, 
shown in the following table, Fig. 24. 
The proportions are in reference to the 
diameter of the threaded part. 

In figuring the weight of long bolt 
the following table will be of assistance. 

Let it be required to figure the weight 
of a \" tie "rod or bolt with square head 
and nut, the length under the head be- 
ing 12'-2", 

The weight of one foot of 1" rod is 
2.67 lbs. and multiplying this by 12 1-6 



Material for top piling being ordered 
in bar lengths as far as possible, the 
minimum thickness for bars is ^". 

Eye-bars for the same structure 
should, as far as possible, be made of 
uniform width and with same size of 
head at each end of bar. Fig. 25. 

LOOP BARS. 

Loop bars Fig. 26 are usually made 
of iron and the finished length, without 
adjustment will be given from back to 
back of eyes. 







Weights of Nuts, 


Bolt Heads and Round Bars in pounds 






Dia. ofBolt 


i 


f 


h 


1 


f I 


1 


n 


n 


If 


2 


2| 3 


Weight of 
Hex. Nut 
and Head 


.017 


.067 


.128 


.267 


.43 .73 


1.10 


2.14 


3.78 


5.6 


8.75 


17.0 28.8 


"Weight of 
Sd. Nut 
and Head 


.021 


.079 


.164 


.320 


.55 .88 


1.31 


2.56 


4.42 


7.0 


10.5 


21.0 36.4 


Weight of 
Hex. Nut 
& Sq. Head 


.019 


.031 


.144 


.321 


.542 .75 


1.01 


2.45 


3.58 


5.7 


7.5 


17.8 31.8 


Weight of 
Round ar 
per foot 


.167 


.375 


.367 


1.043 1.502 2.044 2.670 4.173 6.008 


8.178 


18.60 21.25 30.60 



(12' 2" = 12 1-6 ft.) we get 32.48 lbs. 

Adding to this 1.31 as the weight of a 
square nut and head would make 33-79 
lbs. as the total weight and according 
to the above table the thread would be 
3" long (3 X diameter). If the rod was 
threaded on both ends it would weigh 
practically the same. 

EYE BARS. 

Iron bars are generally made by the 
"top piling" process, loop piHng being 
used in special cases. 



EYE BARS 




Fig. 25 



Width 
of 


Min. 
Thickness 


HEAD 




Max. 


Additional 


Bar 


of Bar 


Diam. 


Material 










for Head 


Inches 


Inches 


Inches 


Inches 


Ft.&inches 


2 


1 


44^ 


If 


0- 7^ 




u 


5i 


2| 


1- O2 


2^ 


f 


H 


2t 


0- 9^ 






6i 


31 


1-1* 


3 


f 


7 


3 


1- 3 






8 


4 


1- 6 


4 


f 


9* 


4i 


1- 8 






10* 


5i 


1-10 





i 


lU 


•3 


1- 9 




1 


12* 


6 


2- 1 


6 


f 


\^ 


bh 


1-11 




1 


14^ 


H 


2- 2 


7 


1 


16 


6| 


2- 3 




if 


17 


n 


2- 8 


8 


1 


17 


^. 


2- 3 




It's 


18 


n 


2- 6 




1^ 


18* 


8 


2-10 


9 


n 


19* 


7f 


2- 6 






2U 


9f 


3- 1 


10 


If 


22 


9 


2-11 




u 


23 


10 


3- 3 



Bolts, Eye bars ajid Pins 



23 



TURNBUCKLES. 




SIM D. 


A 


B 


c 


E 


F 


G 


H 


4 In. 


6 In. 


.^I- 


741- 


h^^- 


-^I°- 


1I°- 


liVi''- 


le 


6 


21 


7.', 


4 




"T 


11 


4- 


6 


.3 


7i 


\ 


> 


1 


11 


Te 


6 


27 


7" 


13 
18 


18 


1 


11^ 


"B" 


6 


le 


1\ 


13 
IS 


18 


3 


Ife 


_3 


6 


1i 


81 


I1V 


^ 


X 


2 


7 


6 


1^ 


84 


11 


3 

T 


1 


24 


1 


6 


11 


9 


1^ 


7 


14 


2.1 


14^ 


6 


1^ 


94 


1l^ 


1 


11 


2^ 


1i 


6 


11 


9^ 


u 


1 


11 


2^ 


11 


6 


2-^ 


10 i 


lii 


T 


11 


3^ 


14^ 


6 


21 


104 


n 


1 


11 


3^ 


11 


6 


2^ 


101 


2 


1 


11 


3- 


11 


6 


21 


11 • 


21 


"¥ 


2 


31 


11 


6 


2^^ 


111 


2^ 


1^ 


21 


31 


2 


6 


3 


12 


21 


11 
18 


21 


4i 


21 


6 


3-^ 


124 


21 


23 
32 


24 


Ar\ 


21 


6 


31 


121 


1^ 


-!l 


21 


^\ 


. 21 


6 


3-^ 


13^ 


21 


13 


2? 


4.1 


21 


6 


31 


131 


3ik 


27 
32 


3 


51 


21 


6 


3^ 


131 


31 




3 


5-k 


21 


6 


41 


141 


31 


15 


3i 


51 


21 


6 


4^ 


141 


3^ 


u 


31 


S/e 


3 


6 


44 


15 


31 


1i 


31 


61 



< < < < < 



34 


6 


41 


151 






34 


6 


s: 


16 J 


Dimensions 


E F G H depend upon the epeciflcations 


31 


6 


51 


171 






4 


6 


6 


18 


of the 


Bars with which the Turnbuckles 


41 


9 


61 


211 






41 


9 


61 


22 J 




are to be used 


41 


9 


71 


231 






5 


9_ 


_7' 


24 


_ 





■= 5 •= 
^ 2 i 

CO M H- 



CO CO ItJ X 



Fig. 24 



24 



Bolts, Eyebars and Pins 



For rods with adjustment, length will 
be given from back of eyes to end of 
rod. For those bent, from inner corner 
of bend in eve to end of rod. 




Fig. 26 

When flat bars with sleeve nut ad- 
justment are made of iron or steel they 
are upset at the screw end, and the ma- 
terial for each bar ordered for one 
length accordingly. It has been noted 
in the blue prints of a well known firm 
that the minimum length of finished up- 

If it becomes necessarv^ to make them 
shorter order stock for two rods in- 
cluding the amount for turning the loop 




^^. 


^4 


4 . i ^ 


1 


u fi^ 





Fig. 2; 



and making the upset, these to be cut 
after upsetting and the loops turned. 

If forked loop is desired, two rods 
without loops and after upsetting and 
cutting in two, the forks are welded on. 
set rod which can be made in a machine 
is 24 inches fo reither loop or fork. 



Pins are used extensive!}- in struc- 
tural work, especially the brace rods or 
tie rods in the buildings and the eye- 
bars in bridge work, Fig. 27. 

The head of the pin is slightly larger 
than the body and the end is tapered to 
aid in entering the holes. 

The pins must be calculated to stand 
a shearing stress of about 38,000 lbs. 
The grip of a pin is the clear distance 
between head and nut or between nuts. 
In figuring lengths of pins, iV" will be 
allowed for each space between eye 
hose, and in order to be sure that all 
distance between shoulders is Yz" 
greater than the grip of the pin. 

The holes are usually 3^ more in 
diameter than the pin. 

Rough pins in bored holes have 3^" 
play. Rough pins in rough holes have 
Vz" play. 



PliNS WITH COTTERS 

A'l Dimensions in Inches 



Diara. of 

Pin 


PIN 


HE.\D 


COTTER 


ADD TO GRIP 




Diam. Taper al 












P 


of End 
Pin-hole 1 T 


H 


T 


C D 


M 


L 


1 


iA 


T^eXJe 


li 


\ 


1| \ 


t 


1 


11 


t'bX/s 


u 


\ 


'2 k 


i 


1 


u 


n\ 


1-^6X3% 


If 


\ 


2) T% 


IJr 


t 


ll 


111 


1^6 X A 


2 


\ 


f t 


n 


i 


2 


'ih 


ixi 


21 


1 


If 


1 


21- 


2^ 


ixi 


2| 


• f 


3V 1 


i| 


1 


n 


n\ 


1X3*, 


2i 




31 


u 


H 


2f 


2f| 


1X3% 


31 


1 


-t T^ 


u 


U 


3 


3.*. 


|Xr*« 


3^ 




5 * 


n 


If 


31 


^h 


lx/« 


3| 




5 i 


ii 


n 


3t 


3U 


ly^h. 


4 




6 i 


2i- 


i| 


31 


3|| 


IXA 


4| 


: ■ 


6 1 


n 


If 



M = T— Grip+(Amt. add to Grip 



Bolts, Eye bars aiid Pins 



25 







^A 




PINS 

WITH 

LOMUS NUTS 




^-h-1— ^^ 




1 




-J 


• 


f^ 

^ 

.S 


% 




G 


1 




1 1^ 




c 


Jb 






All Dimensions in inches. 




u 


PIN 


STANDARD DIMENSIONS 
6 Threads per Inch 


NUT 


Screw 


Add 

to 

Grip 


Diam. 


Short 


Long 




•r° 






of 
Rough 


Diam. 


Diam. 


Weight 
m I^bs. 














Diam. 


Ivength 


A 


^ 


c 


Hole 


s 


Iv 




2 


1.^ 


U 


J 


U 


1 


f 


lA 


31- 


3| 


2.5 


21 


1* 


1.^ 










1^ 


3i 


3f 


2.5 


2^ 


2 


1^ 










lU 


3| 


4f« 


2.5 


2i- 


2 


1* 










i;i 


3| 


4r^« 


2.5 


3 


2.V 


\\ 










2^« 


4.^ 


5^ 


3.0 


31- 


'2L 


u 










2,^ 


41 


5,«B 


3.0 


3] 


2i 


u 










2.^ 


4i 


5i^6 


3.0 


33 


8 


u 


i 


n 


u 


1 


21^ 


5 


5f 


5.5 


4 


3 


u 


-^ 








2U 





5i 


0.0 


•41- 


3^ 


1^^ 


^ 


" 






3,^ 


5f 


6| 


7.0 


4^ 


3; 


li 


* 


" 






3r 


5f 


6| 


7.0 


4f 


3; 


\l 


* 


" 






3,^« 


0^ 


61 


7.0 


5 


4 


1.^ 


* 


" 






VI 


6 


7i 


8.5 


51- 


4 


1^ 


1 


( ( 






oA 


6.^ 


7^ 


8.5 


5^- 


4^ 


H 


i 


( t 






4A 


/ 


8| 


11.0 


h% 


4^ 


U 


i 


t( 






4A 


7 


8| 


11.0 


■6 


4^ 


n 


h 


" 






4A 


7 


8^ 


11.0 


61 


5 


2| 


3 


2| 


l.v 


3 
4 


4[I 


7f 


8T1 


12.0 


6^ 


5 














4!^ 


7f 


8]^ 


12.0 


61 


5^ 














5,% 


8 




9^ 


13.5 


/ 


5* 














5,% 


8 




9l 


13.5 


71 


5i 














5,^« 


8 




9.^ 


13.5 


1\ 


5^ 














5A 


81 


9.^ 


13.5 


7f 


6 














5,% 


9 


101 


17.0 


8 


6 










" 




5}i 


9 


lot 


17.0 


8!- 


6 














5;i 


9 


lot 


17.0 


8-V 


6 














515 


9* 


10* 




8f 


6 














5{^ 


10^ 


m 




9 


6 














51 i 


101 


Vl\ 




yi- 


6 












5fl 


10.^ 


m 






NOTE:— To obtain grip "G" add Jg" for each bar, together with 






amount given in table . 





CHAPTER IV 



COXXECTIOX ANGLES AND ANCHORS 



The beams or members of a struc- 
tural frame must be held together and 
much is done b}- means of connection 
angles. These are riveted to the webs 
of the beams or channels and usually 
carrj' all the strain, but in a few cases 
an angle is placed under a beam to 



help support the load. 

These connection angles have been 
standardized by several prominent manu- 
facturers and those of the Carnegie 
Steel Co., are here given. They "are 
shown for the several sizes of beams 
that are in general use. Fig. 28. 



For 24 Beams 



| |^3"]3" | 3l3" | 3;t 



!l 



'MTs 




\kU4h\^ 1^ i^kUfi" m 



2-Ls4'X4"Xf,X-6" 
\Veicrht 43 lbs. 



For6''-2Ls6x4x/6X3"- 

Weight 9 lbs 
For 5 "-2 Ls 6 X4X Jg X2h 
Weight 8 lbs. 



2Ls6x4Xi^« 

X2" 
Weight 7 lb. 



22: 



Wf^ 



^=^ 



mm m 

2-Ls X 4 ■' X 1^6 X 7 r' -Wt. 23 lbs. 



rsi 1-5 






3^'^^' 










Hi -i 

1. 4 


1 — I 




^ 






T ^ T 


, 




i^izijm 


1 m 



2Ls-6x4Xr'6XlO--Wt. 31 lbs. 




2Ls-dX4XT'6X5" Wt. 16 lbs 



IS" 
& 



1^ o " P m w ^ .* ' ' 






^ 

M 



2-Ls 4x4Xf6Xl'-3"-Wt. 36 lb. 



Fis. 28 



All rivets in standard framing angles are |" diam. Weights of standard framing 
angles include weight of shop and field rivets. 



Cofuiedion Angles aiid Anchors 



27 



SEPARATORS. 

All dimensions in inches. 






STANDARD DIMENSIONS 


we:ights 




Size 


















size 


of 
Beam 


Distance 
between 
Holes 


Min. Width 

of 
Seperator 


I^ength 
Separator 


Thick- 
ness 


Separator 


Incr.inWt. 
of separat'r 
forl'add'l 


Bolts 
and 

Nuts 


Incr. inWt. 

of Bolts 
for l"addl 


of 
Beam 




D 


W 


Iv 


T 




spread of 1 


spread of I 




- 

24 


12 


6| 


20 


% 


28.00 


4.50 


2.84 


.248 


24 


20 


12 


6 


■ 16- 


44 


23.00 


3.20 


2.70 


K 


20 


18 


9 


5|. : ,■ 


14 


" 


21.00 


2.75 


2.60 


" 


18 


15 


7^ 


5^ . 


, 11^. 


* 


14.75 


1.80 . 


2.40 


" 


15 


12 





5 


81 




9.75 


1.50 


2.28 


<< 


12 


10 


One Hole 


4| 


7^ 


" 


6.50 


1.25 


1.08 


.125 


10 


9 


" 


^\ 


6^ 


" 


5.75 


1.10 


1.04 


" 


9 


8 


(( 


4 


5.^ 


" 


4.50 


1.00 


1.01 


" 


8 


/ 


" 


3^ 


5 


" 


3.75 


.75 


0.95 


" 


/ 


6 




3,^ 


4i 




2.25 


.60 


0.93 


" 


6 



Bolts I" diam. 

Beams should, be spread so that wddth of separator "W" comes in even in 
even quarters of an inch . 





STANDARD DIMENSIONS 


WEIGHTS 




size 

of 

Beam 




Min. length 

of 
Separator 

I. 


Nominal 
Diameter 
of Pipe 

d 




Separator 


Incr.inWt. 
of separat'r 
forl"add'l 
spread of I 


Bolts 
and 
Nuts 


Incr.inWt. 

of Bolt 
forl"add'l 
spread of I 


Size 

of 

Beam 


5 
4 

3 




3 

- 21 
.2f 






.28 
.26 
.21 


.1 

11 


.9 

.87 
.82 


.124 


5 

t 



Bolts f " diam. 



From American Bridge Co. 



28 



Connection Angles and Anchors 



GENERAI. INFORMATION ABOUT PI.ATES 



To find the size or location of any 
object on a plate, take the dividers and 
set them for the distance between the 
border lines at the top of the plate. With 
this distance step off the amount re- 
quired, calling each step, Y^ in. For 
instance, on plate No. i, the distance 
from the border to center of first rivet 
is two and one-half steps, or i^ in. 

Where a dimension is given in the 
description of a plate it should be fol- 
lowed, even if it does make a view 
slightly out of line with some other 
view as shown on the plate. For ex- 
ample, Plate I, the I-beam and Angle 

DESCRIPTION OF PLATE NO. 1 
This plate consists of elementary thickness of web, etc 



when drawn to the dimensions given 
will bring the center of the left view 
directly under the first rivet, but the 
views do not show that now. 

By stepping off the distance of the 
ragged line of the Channel it is found 
to be about i^ in. from the right bor- 
der line. 

All mention to "border line" refers to 
the inside one, the outside line is the 
edge of the finished sheet when 
trimmed, 14 in. x 19 in. 

See plate on page 54 for style of let- 
tering to use on the drawings. All in- 
scriptions should be Y^ in. high. 



views of some structural shapes, drawn 
in at different scales. 

Draw a row of rivets as shown. The 
top surface of the plates fastened by the 
rivets is \yi in. from the top border 
line. The vertical center lines of the 
rivet on the left is iJ4 in- from the left 
border line and the others are 2 in. 
apart. Draw these rivets from the pro- 
portions given by Fig. 15, using a 
diameter of ^ in. (scale full size), 
Plates are y% in. thick. The spacing 
for the "I-beam and Angle" can be 
obtained from description of connection 
angles in Chapter IV. Make it an 18 in.- 
55 lb. beam (scale 3 in. = i ft.), and 
draw the top line 3^ in. from the upper 
border. The center line of the end view 
is 1^4 in. from the left border line. Find 
size of rivets and holes in Chapters II 
and IV. 

The next figure represents a stand- 
ard 3^4 in. X 5 in. X 3^ in. x Y2 in. 
Z-bar (scale 6 in. =: i ft). The blank 
dimension represents the gauge and can 
be obtained from table on page 19. 
Show holes for ^ in. rivets in end and 
side views. The channel shown is a 
standard 12 in.-3i.5 lb. (scale 3 in. =: i 
ft.), see table, page 6, for the gauge. 



The spacing for the standard 4 in. 
angle, at the left, (scale 3 in.=i ft.) 
will be found in Chapter IV, and should 
be drawn for a 20 in. beam connection. 
Draw the bottom line of the angle \Y\ 
in. from the lower border line, and the 
left line of the left-hand view, Y2. in. 
from the left border line. The distance 
apart is governed by the thickness of 
the beam. The blank dimensions for the 
angles can be filled in from table. 

For the "Beam Connection," made 
the main beam (the beam on the left) 
12 in. (scale 3 in. = i ft.) and the op- 
posite beam 8 in. Their bottom fine 
\Ya in. from lower border line, and it 
remains with the student to fit in the 
connecting angles. 

Note A. — When beam frame opposite 
each other into another beam with a 
web thickness less than 9-16 in., or 
where beams of short span lengths are 
loaded to their full capacity, it may be 
necessary to use angles of greater 
strength than the standard here shown. 

The view "Angle on Plate" shows a 
few conventional signs for riveting. 
Make the bottom edge of the plate 2Y2 
in. from the lower border. The plate is 
5 in. wide (scale 6 in. = i ft.) and the 



Connection Ajigles and Anchors 



29 




Plate 1 



/ 



^J 



30 



Connection A7igles and Anchors 



angle is a standard 4 in. x 4 in. x Yz. in. 
with spacing for ^ in. rivets. 

The title for the plates should be put 
in the lower right-hand corner. There 
are four lines of y% in. letters. The 
space between the lines is 3^ in. The 



center line of the title should be about 
2,y^ in. from the right border line, and 
the bottom of the lowest line of letters 
y^ in. from the lower border line. 

(Read page 55 carefully before letter- 
ing your drawing.) 



DESCRIPTION OF PIvATB NO. 2 



The center line of bolts, pins, etc., is 
ij^ in. from the border line. Using 
this center line draw a standard bolt 
showing a square and a hexagonal head, 
also a square and a hexagonal nut. 
Using a scale of i in. ^ i ft., make the 
bolt 6 in. in diameter and 30 in. long. 
The proportionate sizes for the heads 
and nuts will be found in table, in 
Appendix. 

With the same center Hne draw a pin 
with lomas nut. The vertical center line 
of the head is i^ in. from the right- 
hand border line. Using a scale 3 in. = 
I ft., draw a 7 in. pin and fill in the 
blank dimension spaces from table, page 

The second center line is 3^ in. from 
the top border, while the vertical center 
line of the section of the sleeve nut 
shown is i^ in. from the left. Make 
the diameter of the screw 3^^ in. to a 
scale of 3 in. = I ft. Make the diame- 
ter of the screw of the turnbuckle on the 
next line 4 in. to the same scale and 
draw both from the dimensions found 
in table, page — and 23. 

Draw the cotter pin shown .on the 
third line with a diameter of 3 in. to 
a scale of 4 in. ^ i ft. The vertical cen- 
ter line of the end view is 5^ in. from 
the right border. See table, page 24 for 
the proportionate dimensions. Grip 
9 in. 

The third center line is 7 in. from the 
top. The vertical center line of the pin 



hole of the clevis on the right is i^ in. 
from the right border line. With a 
scale of 3 in. := I ft. draw the clevis 
according to sizes here given. 




A=9" - B=8" 
P=4" F=3i' 

W=3r T=i" 



D=7" 

N=3i-" 
H=F+2T 



With horizontal and vertical center 
lines 314 in- and 5^ in. from the lower 
and left border lines respectively draw 
an adjustable eye-bar from sketch. 
(Taken from engineer's note book) : 
Make the diameter of the head 7 in. to 
a scale of 3 in. ^ i ft. 

Draw a loop rod with a pin diameter 
of 5 in. (scale 2 in. = i ft.) and use 
corresponding sizes found in table — . 
The horizontal center line is i^ in. from 
the lower border while the vertical cen- 
ter line of the pin is ij^ in. from the left 
border line. 

The vertical center line of the title of 
the plate should be aproximately 4 in. 
trom the right border line. 



Cojuiedion Angles and Anchors. 



3* 




Plate 2 



32 



Connection Angles and Anchoj^s 



DESCRIPTION OF PLATE NO. 3 



Plate three illustrates several differ- 
ent methods of anchoring, together with 
two standard separators used in beam 
girder work. 

The bases of the beams in the illustra- 
tions of anchors Nos. i, 2 and 3 are 

2 in. from the top border line. The 
right edges of the beams are 4^ in., 10 
in. and 15^ in. from the left border 
line. Draw this entire plate to a scale 
of ^ in == I ft. 

Anchor No. i consists of simply an 
iron bar ^ in. round, 2 ft.-o in. long, 
bent as shown. Anchor No. 2 is made 
up of two angles, 6 in. x 7-16 in. x ft.- 

3 in., bolted as shown in the field with 
^ in. bolts. In anchor No. 3 a 3 in. x 
^ in. flat bar, i ft.-i in. long winds 
around a ^ in. round bar, i ft.-o in. 
long. This is put together in the field 



with ^ in. bolts. These beams are 15 
in.-40 lb. 

The center line of the bolt in anchor 
No. 4 is 6^ in. from the top border. 
The left edge of the wall is i^ in. from 
the left border, and the wall is 3 ft.-5 in. 
thick (scale ^ in. = i ft.). Anchor 
No. 4 consists of a -l^ in. bolt with a 
plain, square washer or cast iron rosette, 
and holding a 15 in.-6o lb. channel. 

Draw a hacked bolt and a split bolt 
as shown, (^ in. diameter), which 
are used to hold down a girder. 

Draw an expansion bolt, i in. diame- 
ter holding a 20 in.-4o lb. channel. 

Draw two separators. Make the two 
hole separators for a 20 in. beam, and 
the one hole for a 10 in. beam. See 
table, page 2y. 



Con7iectio7i Angles and Anchors 



33 




I 



c5 ±-10G Js!0\QM\/y)(2 




V 



XXJ 



^ 



Plate 3 



CHAPTER V. 



STRENGTH OF MATERIALS. 



This subjct is in itself a large one. 
It will not be possible in this small 
work to cover the matter in an ex- 
tended manner. 

It is only with a view to acquaint 
the student with some of the leading 
points in "Strength of Materials" that 
the following matter was compiled. 

DEFINITIONS. 

The load of any part of a machine 
or structure is the total of all exter- 
nal forces acting upon it. 

A live load is a variable one, applied 
and removed continuously. 

A dead, or constant load, is that 
which has a continuous steady action on 
the machine or structure. 

The useful load is that which the 
machine or structure is designed to 
carry outside of itself. 

Resistance of a material to change 
its form is due to the inherent co- 
hesive force of its molecules. 

Elasticity or spring, is the character- 
istic of the material to regain its orig- 
inal form after an external load has 
been removed. 

The elastic limit is the maximum ex- 
tension or compression to which a ma- 
terial can be subjected without perma- 
nent set. 

Stress and Strain — If we were to 
make any number of sections of a body 
and it were found that there was no 
. tendency for one part of it to move 
relative to any other part, that body is 
said to be in a state of case; but when 
other part, we know that the body is 
acted upon by equal and opposite forces 



and the body is said to be in a state of 
stress. 

Thus, if we were to make a series of 
saw cuts in a plate of metal and the 
cuts were found to open or close before 
the saw was through, we would know 
that the plate was in a state of stress 
because the one part tends to move 
relatively to the oher. 

The stress is due either to external 
forces acting on the plate or to inter- 
nal initial stresses in the material, such 
as is often found in badly handled cast- 
ings or in cold rolled shafting. 

The strain of a body is the change 
of form or dimensions that it under- 
goes when placed in a state of stress. 

If the load does not place the ma- 
terial beyond its elastic limit, the strain 
will disappear when the stress is re- 
moved. 

No bodies are absolutely rigid ; they 
all yield, or are strained more or less, 
when subjected to stress, however small. 

A material may be loaded so that the 
stress will act in one or a combination 
of forms; if pulling, in tension; if push- 
ing, in compression; if cross-cutting, in 
shear; if twisting, it produces torsion, 
and the body may be put under both 
a push and a pull, as in bending. 

Then the strength of a material is 
its resistance to one or the other of 
these forms of stress : Tensile strength, 
to resist being pulled apart, as a rope; 
compressive strength, as in the founda- 
tion of a house; tortional strength, as 
in a shaft ; shearing, as in the case of a 
rivet or bolt, though these are often 
in tension, too. 



Strength of Materials 



35 



The cutting of a plate with a pair of 
shears is a better example of the latter 
kind of strength. 

Bending is a combination of tension 
and compression. 

When the molecules of a body part, 
it is said to be fractured. A fracture 
ma yappear when the load becomes 
great enough to cause permanent set. 

The final, or ultimate strength, is the 
smallest load that will fracture a mem- 
ber, and machine members should be 
designed strong enough to resist perma- 
nent set under the maximum load. 

Stresses are measured in pounds, tons, 
or kilograms. 

A unit stress is the amount of stress 
on a unit of area, and is expressed in 
pounds per square inch, or in kilo- 
grams per square centimeter. 



thus :— 



E.— 



Stress per sq. in. in lbs. 



Within the elastic limit, it is found 
that stress and strain are proportional, 
and this had led to an investigation 
to determine some means of concisely 
expressing the amount of strain that 
a body undergoes when subjected to a 
given stress. 

The usual method of doing this is to 
state of the intensity of stress required 
to strain the bar by an amount equal 
to twice its own length, assuming the 
material to remain perfectly elastic. 

It need hardly be pointed out that 
no material used by engineers will re- 
main perfectly elastic when pulled out 
to twice its original length; in fact, 
very few materials will stretch much 
moce than one thousandth of their 
length and remain elastic. 

This ratio of strain to stress is 
known as the modulus of (or measure 
of) elasticity, and may be expressed 



Strain per inch of length. 

When all is within the elastic limit. 

This formula was deduced by Dr. 
Thomas Young in 1826 and is known 
as "Young's Formula." 

From the above it might be said that 
the Modulus of Elasticity is the ratio 
of a unit stress to a unit strain. 

The values of the modulus of elasticity 
for different material is given in the 
table under heading of "Data From Ex- 
perimental Sources." 

When the machine or structure is 
being designed, we would not want to 
put on it a useful or working load equal 
to its ultimate or breaking strength for 
signers who are acquainted with the 
load, and is known as the factor of 
safety. 

The factor of safety for a piece to 
be designed is the ratio of the ultimate 
strength to the proper allowable work- 
ing strength. 

Thus : If vS'^ be the ultimate, 5 the 
breaking strength, and / the factor of 
safety, then 

St 
f = — and St = fs. 
s 

The factor of safety is alwa> \n 
abstract number, which indicates «^.■e 
number of times the working stress ma> 
be multiplied before the rupture of the 
body will take place. 

It is evident that working- strees 
should be lower where shocks occur 
than where a stead}^ even load is ap- 
plied, hence the factor of safety would 
be higher. 

In a building the working stresses are 
steady; in a bridge they vary, and the 
factor in the first case could be small 
while in the latter much greater. 



36 Strength of 

The following are average values of 
the allowable factors of safety com- 
monly employed in American practice : 

For For For 

IMaterial. steady varying shocks. 

stress, stress. 

Timber 8 10 15 

Brick & stone.. 15 25 30 

Cast iron 6 15 20 

Wrought iron.. 4 6 10 

Steel 5 7 15 



Materials 

These values are subject to consider- 
able variation in particular instances, 
not only on account of the different 
qualities and grades of the material, but 
also on account of the varying judgment 
of designers. 

They will also vary with the range 
of varying stress so that different parts 
of a bridge will have very different 
factors of safet3^ 



CHAPTER VI. 



BEAMS AND GIRDERS. 



Beams for supporting loads in build- 
ing or bridge work may be either solid 
or of the built-up type. 

Of the first named, the I-beam or 
channel is the most common while the 
latter is made up of a plate for the 
web and angles for the flanges. 

The distinction between beam and 
girder is not noticeable for a "built-up 
beam" is a common expression yet the 
word girder may apply more closely to 
built up sections of considerable lengths 
and depths. The distance between sup- 
ports is called the "span" and is usually 
denoted in feet. When supported near 
each end it is known as a simple beam 
but if a portion of it overhangs the sup- 
port that part is called a cantilever. 

Beams carry their load in several ways, 
evenly distributed, concentrated at one 
point or at several points. The beams 
of a floor are considered to carry the 
load uniformly distributed. Shafting 
may be considered as beams supported 
at the hangers but loaded at various 
points. 

The pedal of a bicycle is an illustra- 
tion of a cantilever beam and is subject 
to a bending action while the one uni- 
formly loaded is .in a position to be 
sheared right off close to the supports. 

While a loaded beam is subject to 
shearing strains, these are very easily 
calculated and are very rarely consid- 
ered as a possible cause of failure. We 
will spend but little time considering 
them, and will concentrate our attention 
on the methods for calculating what is 
known as the bending moment, for it is 
this that causes failure in almost every 



Two general cases present themselves. 
The first is where a -beam is set solidK 
in the wall at one end only, as in Fig. 
29, and the second is where it is sup- 
ported at both ends, as in Fig. 30. We 
will first consider the case of Fig. 29, 




Fig. 2'J. 

where but one end of the beam is sup- 
ported, and where the weight is applied 
at the extreme end away from the sup- 
port. In this case the maxzimum bend- 
ing moment is located at the point of 
support, that is just where the beam en- 
ters the wall, and it is here that failure 
is most liable to occur. This bending 
moment is measured by the product of 
the weight, by the distance from the 
wall, which is marked "a" in the cut. 
The weight is usually taken in pounds 




Fig. 

and the distance in feet. Thus if the 
distance "a" is 6 feet and the weight 
"W" 25 pounds, the bending moment at 
the point a is 25 X 6 = 150 pounds- 
feet. If in this case the weight is uni- 
formly distributed, as, for instance, the 
weight of the beam itself, it may be 
taken as if located at its center. 

Suppose the weight "W" in Fig. 29 is 



38 



Beams and Girders 



evenly distributed over the length of the 
beam as in Fig. 31. Then we may con- 
sider the whole weight as if all located 
at its center, and to get the maximum 
bending moment, which is, as before, at 
the point A, we multiply the weight 
"W" by the distance to its center of 
gravity J^a. In other words, a beam 
loaded with a uniformly distributed load, 
as in Fig. 31, will support twice the load 
it will when the load is all placed at the 
extreme end, as in Fig. 29. 

The same general method applies to 
loads distributed in any manner on a 
beam with but one support. The maxi- 
mum bending moment is always at the 
point of support, that is at the point A, 
and is equal to the sum of each of the 
weights on the beam multiplied by their 
distances from A. Thus, if a beam is 
loaded, as in Fig. 32, with three weights, 
one of 5 pounds at a distance of 2 feet, 
another of 3 pounds at 5 feet and an- 
other of 7 pounds at 7 feet, then the 
bending moment at the point A, which 
is the maximum, is the sum of all these 
products, that is (5X 2) -f (3 X 5) 
-\- {.7 ^l'), which equals 10 -f 15 _|- 49 
= 74 pounds-feet. 

There is a shearing strain in Figs. 29, 
31 and 32 equal to the total weights, in- 
cluding the weight of the beam itself. 
Neglecting the weight of the beam, 
which is not given, there is a total shear- 
ing strain at the point A in the problem 
in Fig. 32of5 + 3-f7=:i5 pounds. 
The shearing strain is always a maxi- 
mum at one of the points of support, 
and is equal to the amount of weight 
supported at that point. If there is 
but one point of support there is no 
question of where the maximum shear- 
ing strain is and what it amounts to, 
as all of the weight is supported there. 
By dividing this total shearing strain 
by the sectional area of the beam the 
shearing strain per square inch can be 
arrived at and the possibility of failure 
from this cause noted. 

We now come to the consideration of 



the case where the beam is supported at 
both ends, as in Fig. 30. The first thing 
to do in this problem is to find how the 
weight is distributed between the two 
supports. Starting at either end, as, 
for instance, A Fig. 30, take every 
weight on the beam and multiply it by 
its distance from this end (A) and add 
these products together. Divide this 




Fig. 31 

sum by the distance between the sup- 
ports AB and the results will be the 
weight supported by the end B ; that is, 
the end opposite to that from which the 
start was made. A distributed weight 
may be considered to be entirely located 
at its center gravity. Such a load is the 
weight of the beam itself, which, if the 
beam is uniform, will be evenlj^ divided 
between the two supports because its 
center of gravity is half w^ay between 
them. 

To find the weight which is supported 
by the end A we might proceed as we 
did in finding the weight supported at 
B, only the rule is reversed in this, that 
instead of starting at the end A, we 
start at the end B, multiply every weight 
by its distance from B, summing up 
these products and finally dividing by 
the distance between supports to find 
the weight supported at the end A, 
opposite to the one from which we 
started. By far the easier way, how- 
ever, after having found the weight sup- 
ported by one end, is to subtract that 
from the total load on the beam, which 
will naturally leave the portion sup- 
ported by the other end. 

As an example let us take the ar- 
rangement shown in Fig. 2)Z- Starting 
at the end A we first come to the weight 



Beams and Girders 



39 



II pounds, at a distance of 2 feet; next 
to a weight of 17 pounds at a distance 
of 7 feet, and last to a weight of 21 
pounds at a distance of 10 feet. 11 X 2 

= 22, 17 X 7 = 119. 21 X 10 = ^^'^• 
22 + 119 + 210 = 351. The distance 
betwen supports is 14 feet, so, dividing 
351 by 14 gives us the weight supported 
at B, or 25 pounds, very nearly. 
Again starting at B we first come to 



tirely supported at this end and that 




Fig. 32 
the weight 21 pounds at a distance of 4 
feet; next to a weight of 17 pounds at 
a distance of 7 feet, and last to a weight 
of II pounds at a distance of 12 feet. 
21 X 4 = 84, 17 X 7 = 119, II X 12 = 
132. 84 + 119 + 132 = 335- Dividing 
this by the total distance between sup- 
ports (14 feet) gives us the weight sup- 
ported at A as follows : 

335 -^ 14 = 24 (very nearly). 

"'^t should be noted that the weight 
supported at A plus the weight sup- 
ported at B is 49 pounds (24 -f- 24), 
and this is also the total load on the 
beam (11 + 17 + 21 = 49). If this 
test does not work out, an error has 
been made somewhere. 

When the division of the load belrween 
the two supports has been arrived at, a 
vertical line may be drawn which will 
indicate a division of the beam into two 
portions, leaving the portion of the load 
carried by each support adjacent to it. 
That is, we may' divide the beam into 
two portions, each ' portion of which is 
theoretically supported at its own end. 
We will call the line which divides the 
beam into these two portions "the divid- 
ing line." In Fig. 33, since the weight 
supported at A is 24 pounds, we may 
assume that the ii-pound weight is en- 




Fig. 33 
13 pounds of the 17-pound weight is also 
supported at this end. The 21-pound 
weight is entirely supported at B and 4 
pounds of the 17-pound weight is also 
supported at B. In other words, if a 
line be drawn dividing the 17-pound 
weight so that 13 pounds is towards A, 
and 4 pounds towards B, then the two 
portions into w^hich the beam is divided 
by this line may be each considered to 
be supported by its own adjacent end. It 
is under this dividing line that the bend- 
ing moment is a maximum, and it is 
here that the beam is most liable to give 
w^ay. Sometimes the division line does 




Fig. 34 
not divide a weight. Such a case is 
given in Fig. 34, where the dividing line 
is anywhere between the two weights. 
This may be seen by calculating the dis- 
tribution of the load between the sup- 
ports, when it will be found that B 
supports 4 pounds and A 3 pounds. This 
puts the division anywhere between the 
two weights and the bending moment 
is the same anywhere in this section of 
the beam and is also a maximum. If 
we neglect the weight of the beam itself 
the bending moment is always the same 
at any points between adjacent weights, 
but the maximum must always divide 
the beam according to the rules pre- 
viously given. 

Referring to Fig. 2)'})'> the reader will 
remember that the line which divided 
loads passed through the 17-pound 
weight in such a manner as to leave 4 



40 



Beams and Girders 



pounds of this weight supported at the 
B end and 13 pounds supported at the 
A end. The maximum bending moment 
is theiefore located at this weight. To 
calculate this bending moment we maj^ 
start at either end of the beam, multiply 
every weight by its distance from the 
end and proceed as far as the dividing 
line. Adding all of these products to- 
gether gives the bending moment at the 
dividing line where it is maximum. As 
a proof w^e may start from the other end 
and calculate the bending moment in the 
same manner and the two results should 
agree. 

Starting from the end A (Fig. 33) we 
first come to the ii-pound weight at a 
distance of 2 feet and then a 13-pound 
weight at a distance of 7 feet. This 13 
pounds is part of the 17-pound weight, 
but it must be remembered that 4 pounds 
of this 17-pound weight belongs to B 
and must not be considered when we are 
calculating the bending moment by mul- 
tiplying the weights supported at A by 
their distance from A. Hence our first 
product is 22 (11 X. 2) ^^^ °^^ second 
is 91 (13X7)- Adding these two to- 
gether gives us 113 (9i-|-22=:ii3), which 
is the maximum bending moment of the 
beam in pounds-feet. 

Starting from the end B we first come 
to a 21-pound weight at a distance of 4 
feet, and next to the 4 pounds (part of 
the 17-pound weight) at a distance of 7 
feet. The bending moment calculated 
from this is (21X4) + (4X7) =84+28= 
112, which agrees practicaly with that 
calculated by starting from the end A. 
If we had not neglected some fractions 
the results would have been identical. 

In all calculations which we have 
made, with but a single exception, which 
we will now note, any distributed weight 
may, for the purpose of calculation, be 
minute depressions in the metal, so as 
but a single operation; that is, the final 
operation, just described, in calculating 
the maximum bending moment of a beam 



supported at both ends. In this opera- 
tion the only case where a distributed 
weight cannot be treated as if entirely 
collected at its center of gravity, is where 
the dividing line cuts it into two por- 
tions. In this case each portion is sup- 
considered as if entirely collected at a 
single point and that point is the cener 
of gravity of that distributd weight. 
The exception we referred to applies to 
ported by a different end of the beam, 
and each portion must be considered as 
having a center of gravity of its own for 
the purpose of calculating the bending 
moment. Such a division is not neces- 
sary in calculating the distribution of the 
weight between the supports. In fact, 
it is not until after this calculation has 
been made that the position of the divid- 
ing line is known, and consequenly any 
division of weight depending upon the 
position of the dividing line is impossible 
until after this calculation has been 
made. 

The shearing strain in a beam sup- 
ported at both ends is maximum at the 
point of support which sustains the larg- 
est portion of the total load, and is 
equal to the load supported there. Thus, 
in Fig. 33 the total shearing strain at A 
is 24 pounds and at B 25 pounds. By 
dividing by the sectional area of the 
beam in square inches the shearing strain 
per square inch may be arrived at. 

The above are the general methods for 
calculating the maximum bending mo- 
ment under any conditions, but special 
rules often expedite the calculations, and 
we will now consider some of these 
special cases. 

The most usual case is what is known 
as the symmetrical load. This may con- 
sist of any or all of the following three : 
First, a load placed at the center of the 
beam ; second, a load uniformly distrib- 
uted over the entire length of the beam, 
and, third, pairs of equal loads so placed 
that one is the same distance from one 
end of the beam as the other weight is 



Beams and Girders 



41 



from the other end. The dividing line 
and consequently the maximum bending 
moment of a symmetrical load is the 
renter half way between supports, divid- 
ing any weight which may be located 
there into two even portions. The max- 
imum bending moment may be calculated 
by taking one-half of the beam, multi- 
plying every weight on that half and 
the half of the center weight, if there be 
one, by their distances from their sup- 
port. 

Another common case is where but a 
single weight is supported by the beam. 
The maximum bending moment is lo- 
cated under the weight and is equal to 
the weight multiplied by the product of 
its distances from both supports and 
divided by the total distance between 
supports. This may be easily proven by 
rules previously given. 

Many manufacturers publish tables 
showing the sustaining power of beams. 
These generally show the weight which 
different beams will support for different 
spans when the load is distributed uni- 
formly over the whole length of the 
beam. The principles given here, for 
which we are indebted to Motive Pozver, 
will show how much more or less a beam 
will sustain when the load is distributed 
in any manner whatever. 

As said before, the built up beam is 
made of a plate and angles and are cal- 
culated to stand the strain but are 
greatly strengthened by connecting the 
outer legs of the flange angles by means 
of a "cover" plate. These cover plates 
answer as additional flange material 
and riveted to the angles at regular 
intervals and it is best to arrange the 
rivets so that none need be counter- 
sunk to allow the placing of braces or 
stiffeners. 

These cross the web at right angles 
to the angles and are driven in tight 
under the flanges. 

Cover plates are put on after the 
angles are riveted to the webs. 



The bending of an angle to conform 
to the flange angle and fit down on the 
plate of a girder is called "crimping." 

Fig- 35 gives location of rivet from the 
corner of the bend, and angles used in 
crimped ^stiffeners should be ordered of 
a length equal to the depth of girder, to 
allow for crimping plus a little excess 
on each end for fitting. 

All material which is to be faced at 
the ends should be ordered about %" 
longer for each facing. This occurs 
in most end posts, all top chord sec- 
tions, most floor beams and stringers. 

All stiffeners on girders, and other 
angles which are to be fitted in between 
flange angles should be ordered at least 
Ys," long at each end for fitting. 

Pieces fitted in behind these stiffeners 
are called "fillers." 

Rolled iron beams are so much used 
in modern building that I am embold- 
ened to draw attention to a few little 
points in connection with them and 
with construction attached to them, 
which are not always thoroughly un- 
derstood or borne in mind by work- 
men. 

First, as regards the strength of a 
rolled-iron beam. I have referred in a 
former article to tables showing the 
strength of rolled iron, which have 
been published by various firms of man- 
ufacturing engineers. Such tables are, 
as I have already stated, very handy for 
reference. Yet it will be as well, per- 
haps, to explain a simple method of cal- 
culating the strength of an ordinary 
rolled-iron beam, if only to show that 
there is nothing very complicated about 
such calculations, as too many people 
are apt to suppose. The usual rule is to 
take the sectional area of the bottom 
flange in square inches; multiply it by 
the total depth of the beam in inches; 
multiply this again by seven and divide 
the result by the span of the beam in 
feet. The result of this gives the num- 
ber of tons required to break the beam 



42 



Be avis and Girders 



if placed upon it in the middle of its 
span. If the weight is to be evenly dis- 
tributed over the whole beam, instead 
of being concentrated in the middle, 
twice as many tons will be required to 
break it — that is to say, that in multiply- 
ing we should use the number fourteert 
instead of seven. In calculating the 
sectional area of the bottom flange this 
is taken up to where the straight part 
of the web commences, the required 

Rivets in Crimped Angles. 

When angles are 



< 



V 



< 



s_!\_. ' ' crimped ' ' to fix the 
chord angles on a gir- 
■" der or elsewhere, the 



) 



distance d should be 
ij^ plus twice the 
thickness of angle e. 



Fig. 35 

sectional area being the lower portion 
shaded in Fig. 36. Rather a trouble- 
some job, it may be thought, to calcu- 
late the number of square inches in 
such an irregular form with any de- 
gree of nicety. But a very simple rule, 
which ought to be more generally 
known, may come to our assistance 
here. In rolled-iron beams or bars of 
any uniform section three times the 
number of pounds per foot run, divided 
by ten, will give the area of the whole 
section in square inches. Referring to 
Fig. 36, we can easily measure the sec- 
tional area of the straight part of the 
web, which is unshaded, and deducting 
this from the whole sectional area, 
found by the preceding rule, the remain- 
der is the united areas of the two 
flanges shaded in the diagram. These 
being usually equal, we have only to 
take half the result of our calculation 
for the required sectional area of the 
bottom flange. 

The permanent load upon a rolled- 
iron beam should not exceed one-fourth 



of the weight required to break it, and 
it should not be tested to more than 
one-third of it. If any specimen of 
the iron has been broken, this gives us 
an opportunity to judge of its quality. 
The fibers of the metal should be long 
and silky, and the grain should not be 
coarse. 

For constructural purposes it is of- 
ten necessary to make holes in iron 
beams for bolts to pass through. The 
holes should be drilled, for if punched 
their sizes are apt to be unequal, be- 
sides which the metal immediately sur- 
rounding a punched hole is always 
more or less weakened. Much depends 
upon the positions of the holes, if the 
strength of the beam is to be econo- 
mized. Remember that when a beam is 
supported at the ends and loaded from 
above it is subjected to two kinds of 
strains — one tends to stretch or tear 
asunder the lower part of the beam and 
the other tends to compress or crush 
the upper part. About midway between 
the top and bottom of the beam is what 
engineers call the neutral line, where 
the pulling and pushing strains are sup- 
posed to balance one another; and at 
this part the metal remains practically 
unaltered in form, however much the 
beam may bend, so long as it does not 
break. It is evident that the metal at 
the top of the beam is most severely 
compressed, while that at the bottom 
is most severely stretched ; and the 
safest position for holes is at or near 
the middle, where they will least de- 
tract from the strength. Holes drilled 
in the lower part tend to widen by 
stretching, and obviously weaken the 
beam by reducing the resistance to ten- 
sion ; but holes drilled in the upper part 
tend to become reduced in size by com- 
pression, and they do not, therefore, 
weaken the beam, provided that they 
are completely filled by the bodies of 
iron bolts, which resist compression, 
preventing the holes from being reduced 
in size. Hence, if we have any choice 



Beams and Girders 



43 



in arranging the positions of holes in 
iron beams we should place them in the 
middle or upper part by preference. In 
calculating the strength of riveted 



fibers of the wood, which resist the 
stretching strain. Under such circum- 
stances the strain upon the joists is 
very liable to produce a split like that 
shown in Fig. 38. 



Fig. H6 



Fig. 38 




Fig. 37 



girders, engineers always deduct the 
space traversed by rivet holes in the 
bottom flange, and this rule should be 
followed in respect to any bolt holes 
in rolled iron beams. 

In ordinary wood-joisted floors, di- 
vided into spans by rolled-iron beams, 
there are more ways than one of con- 
necting the joists to the iron beams. 
Many persons adopt the method shown 
in Fig. 2>1- 

Here a plate rests upon each bottom 
flange, being either bolted down to the 
flange, or, for better economy in drill- 
ing and bolting, bolted right through 
the lower part of the web. This drill- 
ing through the lower paru of the beam 
is objectionable, as already explained. 
Besides this the joists are notched out 
for the plates, which weakens them ter- 
ribly; indeed, it may be said that if an 
ii-in. joist is notched out 4 in. on its 
lower end, its strength is almost re- 
duced to that of a 7-in. joist, so serious 
is the result of cutting away the bottom 




Fig 



A better method of attaching joists 
to an iron beam is by bolting a piece of 
timber against each side of the beam, 
for the entire depth between the 
flanges, and by tenoning the joists into 
these timbers on both sides, as shown 
on the left side of the diagram in Fig. 
39. But there is considerable labor in- 
volved in cutting the tenons and mor- 
tises, besides which there is sometimes 
a practical difficulty in getting the joists 
into position. On the right side of the 
diagram the ends of the joists are sim- 
ply cut to fit in between the flanges, 
each joist taking its bearing upon the 
bottom flange. By this means the joists 
obtain a more solid and even bearing 
(for the tenons may shrink unequally, 
throwing all the pressure upon one 
shoulder), and blocks of wood, cut to 
the proper length, are bolted in between 
the ends of the joists to prevent them 
from moving laterally. 

Sometimes it is desirable for joists 



44 



Beams and Girders 



inserted against the sides of an iron 
beam to act as ties. This is especialh' 
the case when the beam is used as a 
shop breastsummer, the joists being re- 
quired to assist in holding in the front 
wall of the building. This may be done 
b}- means of a strap-bolt attached to 
about ever}- second or third joist by 
means of small bolts or screws, as 
shown in Fig. 40. 



i 



9 



Fig. 40 

The form of such a belt, which 
should be all forged in one piece, will 
probabh' be understood from Fig. 41, 
where the bolt is seen in plan. 



Another wa}* of securing a tie is by 
means of L-straps, one arm of the L 
being bolted against the joist and the 
other against the web of the iron beam, 
or against the timber bolted to the web. 

In cases like Fig. 2)1 and FigT 39 the 
ceiling beneath and the floor above are 
easily managed. First, as regards the 
ceiling. Whether the under sides of the 
joists are flush with the bottom of the 
beam, or drop below it, all we need do 
is to fix the laths diagonalh' where they 
have to cross the beam. Then, as re- 
gards the floor. If the tops of the 
joists are flush with the top of the beam, 
as in Fig. ^I, a floor board of suflicient 
breadth will lie upon the top flange of 
the beam having each of its sides nailed 
or screwed into the ends of the joists; 
but if the tops of the joists are 
above the top of the beam, as in 
Fig. 39, fillets of wood are placed 
upon the top flange to receive the floor 
flange by means of screws or are nailed 
sidewaj-s against the joists, as shown 
in Fig. 39. 



Fig. 41 



CHAPTER VII, 



COLUMNS AND LACING 



The subject of the interior columns 
for steel buildings forms one of the 
most important branches of modern 
building design, and greater variations 
are probably to be found here than in 
any other of the vital features of steel 
construction. The subject of fireproof 
construction is steadily growing in im- 
portance. The need of fireproof build- 
ings in the business centers of our great 
cities has been only too well demon- 
strated to us by the recent fires at Bal- 
timore and San Francisco and the large 
number of smaller conflagrations which 
have taken place throughout the coun- 
try during past years. 

The substitution of steel for iron in 
the composition of columns may be 
cited as one of those radical changes 
which have taken place in the last few 
years and which show unmistakably the 



American building practice, include 
channels connected by plates or lattice, 
plates and angles in various combina- 
tions and "Z" bar columns. Besides 
these types and the considerable num- 
ber of variations found in each there 
are a number of patented forms which 
have been used less extensively. In 
Fig. 42 the commonest forms of chan- 
nel columns are shown. 

For light members, as in upper 
stories, the channels are often placed 
back to back or flange to flange, and 
connected by means of tie-plate.', and 
lattice bars. The former method of 
placing the channels back to back is 
somewhat easier as regards the rivet- 
ing. The third form shown, with 
cover plates either single or double, is 
one of the most common column sec- 
tions employed. The fourth form 




tendency of the times to depart from 
such forms of construction as involve 
any large degree of risk or uncertainty. 
The adoption of the steel column has 
brought with it a large number of 
forms of column construction, each 
having its own good points and special 
applications. The more prominent 
forms of steel columns, as used in 



Fig. 42 

shows a combination of two channels 
and an I-beam. A variation of this 
section is sometimes made by substi- 
tuting a plate and four angles in place 
of the I-beam, or one or more plates 
and two angles for the channel sec- 
tions, as shown in designs 5, 6 and 7. 
Typical forms of plate and angle col- 
umns are shown in Fig, 43. 



46 



Columns arid Lacing 



% 

D 

O 
U 

J 
z: 

< 

E 
O 

C^ 

o 
< 

CO 

o 

< 
Q 
Z 

< 

CD 



00 00 O O r-H 

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Supplement, The Industrial Magazine, June, 1907. 



Cohimns and Lacing 



47 



The simplest combination is that 
made in the form of a beam. One or 
more webs may be used, or fillers be- 
tween the angles, as shown by the 
dotted lines, but any additional material 
is placed to better advantage if used in 
the form of cover-plates, riveted to the 
outer legs of the angles. The I section 



the St. Paul building in New York 
Cit}'; and the Masonic Temple in Chi- 
cago. 

Z-bar columns and variations are 
shown in Fig. 44. The ordinary sec- 
tion is as in form i, this being made 
in the standard sizes of 6-inch, 8-inch, 
lo-inch and 12-inch columns, by using 




Fig 43. 



of plates and angles is extensively used 
in cases where the loads are sufficiently 
light to permit of it. The box form of 
plates and angles, shown on the second 
tj'pe in the illustration, is one of the 
most ordinary as well as commendable 
forms in common use. This section 
may be readily strengthened by using 



3-inch, 4-inch, 5-inch and 6-inch Z's re- 
spectively. When the load can be safe- 
ly carried without the aid of cover- 
plates, and if the size of the column 
does not become too large for its rela- 
tive position in the building, it is more 
economical to use the simple section, 
but when additional area is required. 




MMM 



(2) 



(3) 

Fig. 4i 



(4) 



(5) 



additional web-plates, cover-plates or 
filler-plates, as illustrated by the dotted 
lines, or by section 3. Columns of this 
form have been used in a great many 
notable high buildings ; as for example, 



one or more cover-plates may be added 
as shown by the dotted lines. Form 2, 
known as the "standard dimensions" 
Z-bar column, was designed to allow of 
the outside dimensions of such columns 



Columns and Lacing 





\ Rivet 







Maximum Distance C for giren thickness of bar. 



SINGLE 


-ACING « - ^ 


DOUBLE LACING t~^ 


THICK. 
t 


DISTANCE 
C 


DISTANCE 
C 


THICK. 


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Distance to toe added to C. C. length 


c. 






WIDTH 
OF 
BAR 


FINISHED LENGTH a 


ORDERED LENGTH 


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WIDTH 
OF 
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DIAM. OF RIVET 


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Fig. 45— As recommended by Am. Bridge Co. 



Columns and Lacing 



49 



being kept standard for all stories; ir- 
respective of the size or thickness of 
Z's required, but on account of the tie- 
plates required in either one or both 
directions increasing the shop costs, and 
decreasing the efficiency of the column 
under eccentric loading, the form has 
never come into extensive use. Sec- 
tions 3 and 4 show heavy columns com- 
bining Z's with plates and channels. 
Section 5 shows a combination of two 
Z-bars with one I-beam. 

The foregoing examples will serve 
to show the great number of forms of- 
fered the designer from which a se- 
lection may be made ; nearly all of them 
are to be found in prominent examples 
of building construction. The rela- 
tive advantages of these standard sec- 
tions are obviously of importance in in- 
fluencing a choice, but that any particu- 
lar type can be selected as the best for 
universal application is manifestly im- 
possible ; selection must be made to fit 
the particular requirements and in keep- 
ing with the ideas and opinions of the 
designer. 



A built up column in use outside pre- 
sents many crevices for moisture to col- 
lect, especially the type with base and 
side plates and lattice bars. 

These side plates extend only a short 
distance leaving a pocket for the ac- 
cumulation of dirt and water. 

To overcome this the space may be 
filled with cement and smoothed off, 
higher at the center, to shed the rain 
and snow. 

LACING. 

The illustrations shows the two forms 
of lacing commonly used, though the 
one to the right is often called lattice 
work. Fig. 45. 

It will be seen that for a given size 
of rivet that certain widths of bars may 
be used, the size of the rivet is deter- 
mined by rules mentioned under head 
of Rivets, Chapter II. 

The single lacing is usually set at an 
angle of 60° with the channel or I-beam, 
while the double lacing is at 45°. 

A pair of dividers should be used in 
this work so that the spacing will be 
shown evenlv divided. 



CHAPTER VIII. 



TRUSSES. 



A truss is a simple framed structure 
composed of straight members so con- 
nected as to act as a rigid body. It is 
constructed to resist the action of force 
by transferring it from one position to 
another. While the truss as a whole 
resists the effect of the external forces 
acting on it in much .the same manner 
as a solid beam resists shear and bend^ 
ing moments, each individual member 
of the truss is subjected only to direct 
or compressive stress in the direction 
of its length. In order to bring this 
about, the external forces must be ap- 
plied at the joints of the truss, through 
which they act upon the structure as a 
whole. 



framed structure so designed that the 
reactions from the superimposed static 
loads are vertical. 

A symmetrical tru&s* is a truss so de- 
signed that if it could be folded at the 
center upon itself in such manner that 
the two ends would come together, all 
corresponding members in the two 
halves of the truss would coincide. 
Nearly all trusses are symmetrical. 

A simple truss is a truss whose ends 
simply rest on the points of support 
without being rigidly fixed to them. A 
cantilever truss is one which extends 
beyond its supports. 

The theoretical span of a simple truss 
is the distance between the centres of 




Fig. 



Diagram of Piatt Truss 



The simplest truss is a triangle, and 
any truss is merely a combination of 
connected triangles. As the triangle 
cannot change its form so long as the 
length of each of its sides remains the 
same, it is the primary and essential 
element of the truss. 

The external forces are the loads, in- 
cluding the weight of the structure it- 
self, and the supporting forces, or re- 
actions. A load is any force which 
tends to distort the structure or change 
its form. 

In bridge engineering a truss is any 



its supports. The truss is divided into 
a certain number of parts or sections, 
usually of equal lengths, called panels. 
The panel lengths are the horizontal 
distances between the joints of the 
loaded chord. 

When mentioned without reference to 
their positions in the truss, those mem- 
bers which resist compressive stresses 
are called struts, or compression mem- 
bers, and those which resist tensile 
stresses are called ties, or tension 
members. Each individual member, 
however, is usually mentioned with ref- 



Trusses 



51 



erence to its position in the structure. 
When the diagonal members of a truss 
are compression meirioers, they , are 
called braces; the counters are called 
counterbraces. - 

A compression member can resist a 
certain amount ot tension also ; but a 
member designed to resist tension only 
is not usually capable of resisting com- 
pression. When it is desired that a ten- 
sion member shall ^esi^t a small amount 
of compression also, the form of the 
member must usually be changed. 

When the loads on a simple truss 
are downwards, as is nearly always the 
case, the upper chord is always in com- 
pression and the lower chord always in 
tension. In the web system the struts 
and ties alternate. 



through bridge is represented in the 
figure. 

The essential difference between a 
Howe truss and a Pratt truss is that in 
the former all vertical members are ties 
(tension members), and all diagonal 
members are struts (compression mem- 
bers) while in the latter the opposite is 
the case. The method of constructing 
a diagram of .stresses , is practically the 
same for both trusses. 

The duties of diagonal and vertical 
members in the Howe truss are the re- 
verse of what they are in the Pratt 
truss. The maximum stress in any 
vertical web member of a Howe truss, 
and in the diagonal meeting it. at the 
upper chord, occur when the joint at 
the foot of the vertical member and all 




Fig. 47. Diagram of Howe Truss 



The favorite style of truss now used 
for moderate spans is what is commonly 
known as the Pratt truss which was 
patented in 1844 by Thos. W. and Caleb 
Pratt. As a metal structure it possesses 
advantao:es over all other forms of 
trusses 

THE HOWE TRUSS. 

The Howe truss was devised by Wil- 
liam Howe, in 1840. It is an excellent 
form and is much used in this country 
in localities where timber is cheap. For 
trusses constructed entirely of metal, 
however, it is not as economical as the 
Pratt truss. 

In the modern types of the Howe 
truss the lower chord is usually con- 



structed of metal. Such a truss for a 
the joints at the right are loaded, the 
others being unloaded. 



PRATT TRUSS. 

The vertical web members of the 
Pratt truss are struts while the diagonal 
members are i:ies. 

In a Pratt truss, the maximum stress 
will occur in the diagonal web member 
in any panel when all joints at the right 
of the panel are fully loaded and the 
joints at the left of it are not loaded. 
This condition will also give the maxi- 
mum stress (of opposite character) in 
the vertical member which meets the 
diagonal in the unloaded chord. 



CHAPTER IX 



TITLE PAGE AND COVER 



THE TITLE PAGE. 

When the drawings are all completed, 
a title page should be made, to be placed 
over the other plates when they are 
bound. A very convenient way to bind 
the plates is to insert them in a cover 
of heavy manilla paper and fasten them 
together at the left by means of two or 
three paper fasteners. Inside the cover 
the title page should appear first, fol- 
lowed by the other plates in order, be- 
ginning with Plate I at the top. 

The accompanying illustration shows 
about the simplest form to be made and 
one which looks very well. The border 
line of the title page shown may be set 
in y2\ making the space 12 x 16, in- 
stead of 13 X 17, or it may be drawn in 
still more as shown on the opposite cut 
(about 6^x9"). In any case, the ver- 
tical center line of the lettering is 9" 
from the right edge of the paper when 
cut to 14 X 19. 

The top line of the letters in 
"STRUCTURAL DRAWING" is 5" 
from the top border line when the space 
is 12x16; this places the row of letters 
a little above the center. 

The blocks for the letters (see next 
page) are 3-16" square, and allowing 



three between '"Structural" and "Draw- 
ing" and none between "A" and "W" 
and one between each letter we will 
need 82 spaces or blocks, or isH", leav- 
ing 5-16" at each end. The words 
"PLATES." "Students" Name" and 



19" 


' 








' 











"School" should be built on ]/&" blocks. 
TN" and "BY", on 1-16" blocks. Al- 
ways use the dividers to step off the 
blocks, and be careful to have them 
square. 

It will be noted that the round cor- 
ners of the letters are put in from cen- 
ters either on the corners of blocks or 
at their centers. Ink in the outline of 
the letter before filling black. 





1 

PLATES 

iiki 


§¥^ys 


IN 




BY 




J.D.MUNSE 


CASE 


•07 



Block Lettering 



53 



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Through an error the letter "J" in above drawing became reversed. 



54 



Style of Free- Hand Lettering 




CHAPTER X 



DRAFTING ROOM PRACTICE 



If the student, having completed the 
plates of this course, should be for- 
tunate enough to secure a position in a 
drafting room, it will be partly due to 
neatness of work on the drawings, hence 
each young man is urged to pra:^t]ce 
unceasingly on free hand lettering and 
figuring, using guide lines % in. apart. 

A good style is shown on a previous 
page and as mentioned on page 28, it is 
expected on all drawings of this course. 
When a young man enters a drafting 
room, he is either put to blue printing, 
tracing or lettering lists and tables, de- 
pending on his previous experience. 

The tracing work is the copying of 
drawings on a prepared cloth, which is 
transparent, one surface dull, the other 
glossy. The dull side is used more often 
than the other, because it- takes the ink 
more readily and does not show cor- 
rections as easily as the glossy surface. 
After the drawing is trued up to the tee 
square the cloth is placed over it and 



the edges tacked down. Either surface 
of the cloth will take ink far better 
after being rubbed with a powder of 
chalk or potter's clay, this removes the 
slight coating of oil apparent on new 
cloth. All curved lines should be 
drawn first, then the horizontal, then 
the vertical; but care should be exer- 
cised to join the straight with the 
curved lines. The lettering should be 
done neatly arid directly over that on 
the drawing, unless otherwise instructed. 

Sometimes the list of pieces on the job 
is placed on the drawing and known as 
the "Bill of Material," but more gen- 
erally it is on a separate sheet. 

Several forms are here given of "Bills 
of Material," "Shipping Lists," "Pin 
Tables," etc., etc., which are printed on 
white paper or blue print and filled in 
by the draftsman. The student should 
study these so as to be familiar with 
them, though they differ much in all 
shops and factories. 



FORM NO 6 

CONTRACT 


izs- 


King Bridge < 
06 


Co.. 


Cleveland. Oh 

SHCCT NO 


10 

1 


DESCRIPTION I J>J 


BILL OF MATERIAL 




FOR 


NO. 
SHEE1 


PIECES 


KIND 


SIZE 


LENGTH 


CUT FNOKI 


. ORDEREaOF 


REMARKS 


No.PIECEi 


LENGTH 


Ltui 


1 


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L9f9, 



56 



Draftiiig Room Practice 



X, 


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be inspected and accepted t 
ins to be coated with white Ic 

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CLEVELAND. OHIO. 

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57 



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KiNQ Bridce Co., Cleveland, Ohio. 

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■■■■■ 








■I^^H 








IHI^H 




^^^^^^H 




m[iiim 








■■■H 






VIA 




STATION ^^Hi^lHim 




eow»Tv ^^^^^^^ /-W-<^ 


DATE 




'-"A^c IHHHHHHI LJtU^ 



6o 



Ditnensioyis of Foundation Anchor Plates 



Foundation Anchor Plates 



->ili<- 




FOUNDATION ANCHOR PLATES. 



D 


A 


B 


C 


E 


F 


G 


H 


I 


J 


K 


L 


li 


-61 


3| 


li 


HI 


H 


A 


IH 


1 


lU 


^ ,i 


A 


n 


7^ 


3| 


11 


2i 


11 


1 


2i 


T% 


ll 


h 




If 


8]- 


41 


1} 


lA 


If 


H 


2^ 


t'^ 


2iS 


1 


w 


ij 


9 


4} 


If 


2} 


1} 


f 


2} 


i 


21 


1 




i| 


91 


4J 


If 


2^^ 


If 


if 


2H- 


-h 


2/. 


i^e 


il- 


11 


10} 


5} 


li 


. 2J 


If 


i- 


21 


9 


2| 


I^. 




11 


lU 


51 


2 


3rV 


H 


^1 


3i^. 


1 


2}-| 


\ 


il 


2 


12 


6 


-21 


31 


2 


1 


3| 


1 \ 
1 o 


3 


h 




2^ 


12| 


C} 


2| 


3i«e 


2J 


li^ 


3i«e 


i^- 


3r\ 


-h 


li^e 


21- 


13} 


6| 


2} 


3| 


21 


u 


3| 


1 


31 


/a 


IJ - 


21 


141 


7^ 


2| 


3[| 


21 


IrV 


311 


1-1 


3xV 


^ -1 


lA 


2i 


15 


7} 


2f 


4J 


2} 


H 


4} 


il 


31 


1 




2| 


151 


''I 


21 


4^ 


2| 


1t% 


4A 


i 


3{| 


_H 


Ire 



Bolt Heads, etc. 



6i 



U. S. STANDARD HEXAGON BOLTS AND NUTS. 





1MM 


,/\ 


^-^\ 












# 


y — \ 


Safe 
Strain 
in lbs. 




lili 


U 


W 




■\ 1)1 


37V 


^ 


a 


^ 


m- 


















1 
























50.000 lbs. 
























persq.in. 


Diam- 


Threads 
per 


Mill. 


Across 






Depth 
of 


Exact 
Size of 


Tap 
Drill 


Width 


Area at 
Root of 




eter of 




U.S. 
Standard 




Factor 


Tap. 


Inch. 




Corners. 


Thin. 


Thick. 


Thread. 


Hole. 


Used. 


of Flat. 


Thread. 


of Safety 
— 5 — 


1-4 


*22 


1-2 


37-64 


3-16 


1-4 


3-8 


.0295 


.1910 


.1960 


.0056 


.0286 


286 


5-16 


18 


19-32 


11-16 


1-4 


5-16 


7-16 


.0361 


.2408 


.2460 


.0OH9 


.0452 


452 


3-8 


16 


11-16 


51-64 


1-4 


3-8 


1-2 


.0406 


.21^38 


• 19-64 


.0078 


.0677 


677 


7-J6 


14 


25-32 


29-:-!2 


516 


7-16 


5-8 


.(H64 


.3447 


2 -64 


.0089 


.0932 


932 


1-2 


13 


7-8 


1 1-64 


3 8 


1-2 


3-4 


.0500 


.4001 


13-32 


.0 96 


.1257 


1257 


9-16 


12 


31-32 


1 1-8 


7-16 


9-16 


78 


.0.542 


.4542 


15-32 


.0104 


.1620 


1620 


5-8 


11 


1 1-16 


1 15 ti4 


716 


5-8 


1 


.0590 


.5069 


-33-64 


.0114 


.2018 


2018 


3-4 


10 


1 1-4 


1 2it-64 


1-2 


3-4 


1 1-8 


.0650 


.6201 


5-8 


.0125 


.3020 


3020 


7-8 


9 


1 7-16 


1 4:^-64 


9-16 


7-8 


13-8 


.0722 


.7307 


47-64 


.0139 


.4194 


4194. 


1 


8 


1 5-8 


1 7-8 


5-8 


1 


11-2 


.OSl'2 


.8376 


27-32 


.0156 


.5509 


5509 


11-8 


' 7 


1 13-16 


2 3-32 


11-16 


1 1-8 


13-4 


.0928 


.9394 


61-64 


.0179 


.6930 


6930 


11-4 


7 


2 


2 5-16 


3-4 


11-4 


17-8 


.0928 


10644 


1 5 64 


.0179 


.8890 


8890 


13-8 


6 


2 3-16 


2 17-32 


13-16 


13-8 


2 


.1083 


1.1.585 


1 11-64 


.0208 


10540 


10540 


11-2 


6 


2 3-8 


2 3-4. 


7-8 


1 1-2 


2 1-4 


.1083 


1.28:^ 


1 19-64 


.0208 


1.29.30 


12935 


13-4 


5 


2 3-4 


3 3-16 


1 


13-4 


2 5-8 


.1300 


1.4902 


1 33-64 


.0250 


1.7440 


17441 


2 


4 1-2 


3 1-8 


3 39 64 


1 1-8 


2 


3 


.1444 


1 7113 


1 23-:^2 


.0278 


2.3000 


33000 


2 1-4 


4 1-2 


3 1-2 


4 3-64 


1 1-4 


2 1-4 


3 3-8 


.1444 


1 9613 


1 31-32 


.0278 


3.0210 


30214 


21-2 


4 


3 7-8 


4 31-64 


1 3-8 


2 1-2 


3 3-4 


.1625 


2 1752 


2 3-16 


.9313 


3.7140 


37149 


2 3-4 


4 


4 1-4 


4 29-32 


1 1-2 


2 3-4 


4 


.1625 


2 4252 


2 7-16 


.0313 


4.6180 


46181 


3 


3 1-2 


4 5-8 


5 11-32 


1 5-8 


3 


4 1-2 


.1857 


2 6288 


2 41-64 


.0357 


5 4279 


54275 



*U. S. Standard Threads 20. 
Mill or di.'^lance across flats equals 1^ times the diameter of Tap. plus Yz inch. 
Across corners or long diameter equals 1.155 times the mill. Table gives nearest 1-64 larger. 
Exact depth of thread equals .65 times the pitch. Width of flat on thread equals y% the pitch. 

1 299 

Exact size of hole U. S. Standard equals diameter Tap minus — — ^^ ^ — Tap Drill nearest 1-64 larger. 

Bolt Heads same dimensions as Nuts. ^o threads per in. 



ROUND HEAD MACHINE SCREWS. 



m 


|; 


P^ 


ffff 


ft-1 




u 


i 




v\ 


■IM 


\A 


m 


Safe 
Strain 
In Lbs. 
Iron at 




-^ 












^ 










1 ^z^zi 


. 


50,000 
lbs. per 


Diam. 

of 
Body. 


Thds. 
per 
Inch. 


J)iam. 

of 
Head 


Depth 

of 
enter 
Bore. 


Round 

on 
Head. 


Size of Slot. 


Depth 

of 
Thread 


Exact 
Size at 
Bottom 


tap Drill 
Used. 


Clear- 
ance. 


Width 

of 
-Flat. 


Area at 
Root of 
Thread 


sq. in. 
Factor 


Width. 


Depth. 


of 
Safety 5 


^\ 


64 


% 


iV 


A 


.020 


.020 


.0101 


.0423 


A. .0468 


.0045 


.0019 


0014 


14 


h 


48 


A 


T-B 


i. 


.020 


.020 


0135 


.0667 


No. 49, .0730 


.0063 


.0026 


.0034 


34 


H 


40 


hi 


3', 


3S 


.025 


a*! 


.0162 


.0926 


No. 40, .0980 


.0054 


.0031 


.0067 


67 


5\ 


32 


h 


h 


^ 


.025 


3^ 


.0203 


.1156 


No. 31, .1200 


.0044 


.0039 


.0104 


104 


v\ 


32 


V. 


A 


^ 


.030 


A 


.0203 


.1469 


No. 24, .1520 


.0051 


.0039 


.0169 


169 


ii 


24 


ft 


/8 


^\ 


.040 


A 


.0270 


.1646 


No. 18, .1695 


.0048 


.0052 


.0212 


212 


a 


*22 


\h 


H 


sS 


.050 


ft 


.0295 


.1910 


No. 9. .1960 


.0050 


.0056 


.0286 


286 


A 


18 




ft 


z\ 


.060 


A 


.0361 


.2403 


D. .2460 


.0057 


.0069 


.0452 


452 


n 


16 


M 


V. 


A 


.070 


,\ 


.0406 


.2938 


Jl 


.0030 


.0078 


.0677 


677 


Vs 


14 


ft 


% 


A 


.080 




.0464 


.3447 


ii 


.0146 


.0089 


.0932 


932 


'A 


13 


n 


ft 


A 


.090 


Vs 


.0500 


.4001 


J5 


.0051 


.0096 


.1257 


1257 


ft 


12 


Vx 


n 


A 


.100 


A 


.0542 


.4542 


J! 


.0145 


.0104 


.1620 


1620 


fi 


11 


Vz 


ft 


ft 


.120 


:t. 


.0590 


.5069 


U 


.0087 


.0114 


.2018 


2018 


y^ 


10 


ift 


J4 


ft 


.140 


ft 


.06.i0 


.6201 


Yz 


.0049 


.0125 


.3020 


3020 


% 


9 


ift 


ft 


ft 


.160 


,\ 


.0722 


.7307 


%\ 


.0036 


.0139 


.41^94 


4194 


1 


8 


1^8 


H 


ft 


.180 


y* 


.0812 


.837S 


\\ 


.0061 


.01.56 


.5509 


5509 



*U. S. standard Threads 20. 
Exact depth •f thread equals .60 times the pitch. 



Width of flat on thread equals Yz of the pitch. 
1.299 



Exact size of bottom of thread U. S. Standard equals diameter of Tap minus 
est e"j larger. Width of slots equals y% of diameter of body (approximately). ^°- '"°s. per in 
Depth of slots equals Ji of diameter of body (approximately). 



Tap drill near- 



62 



Standard Rail Clips 
<^ of Rai l. 




STANDARD RAIL CLIPS. 





Distance A for 




30 


35 


40 


45 


50 


B 


c 


D 


E 


F 


G 


H 


J 


a 


li 


n\ 


1| 


2iV 


2} 


f 


iV 


t\ 


n 


i 


i 


2 


n 


o 


If 


111 


n 


2r^^ 


2^ 


f 


7 


i\ 


ii 


I 


f 


2i 


If 


o 


2 


2r». 


2| 


2r^, 


2| 


f 


/^ 


h 


1 3 

•* 4 


I 


1 


2^ 


If 


o 


2i 


2/6- 


2| 


2il 


3 


4 


r^6 


A 


11 


i- 


li 


2f 


ii 


CO 


2^ 


2U 


21- 


3A- 


31 


1 


1^. 


A 


1| 


i 


1^ 


3 


2^ 




Distance A for 




55 


60 


65 


70 


75 


B 


C 


D 


B 


F 


G 


H 


J 




























8, 


If 


u 


2 


2^ 


21- 


H 


if 


1 1 

32 


2 




1 


2} 


l4^ 


lO 


2 


2^ 


2^ 


2f 


2.V 


i! 


it 


hi 


2 




1 


2J 


U 


o 


21 


21 


2^ 


2| 


2| 


1! 


H 


H 


2 




i 


21 


If 




2^ 


2f 


2| 


2| 


3 


11 


P. 


ii 


2 




H 


3 


2 


tii 


2| 


2| 


3 


3^ 


31 


}l 


I'l 


H 


2 




H 


31 


2i 


n-' 


Distance A for 




80 


85 


90 


95 


100 


B 


c 


D 


E 


F 


G 


H 


J 


1 




























2 


2J 


21 


21 


2V 


n 


1 


1 


21 


n 


i 


2i 


If 


s 


21- 


2| 


22^ 


2| 


21 


n 


f 


f 


21 


n 


i 


21 


If 




2^ 


2f 


■oa 

•^4 


2i 


3 


n 


1 


f 


21 


n 


f 


3 


n 


3 


2| 


21 


3 


3^ 


31- 


u 


f 


1 


21 


n 


1 


31- 


2| 


00 


3 


3i 


3} 


3f 


3} 


n 


f 


1 


21 


n 


11 


3^ 


21 



The dimension K is the same as F. 



Sta?idard Rail Sections 



63 




standard Rail Sections 



wt. 


16 


20 


25 


30 


35 


40 


45 


50 


55 


60 


65 


70 


75 


80 


85 


90 95 


100 


A 


21- 


2L 


2f 


3 


34^ 


3.^ 


3H 


3,V 


4tV 


41 


4tV 


4t 


4H 


5 


5t\ 


5« 


5^ 


bi 


B 


1.^ 


It 


1* 


1* 


If 


n 


2 


2^ 


2i 


2| 


2i^ 


2tV 


2U 


2^ 


2^ 


2t 


2H 


2i 


C 


* 


If 


ft 




+* 


Uh 


ItV 


H 


IH 


1/. 


1/^ 


m 


iH 


1* 


m 


Hf 


iH 


Hi 


K 


H 


M 


H 


i| 


Vt 


^ 


t^ 


H 


M 


n 


f^ 


n 


M 


i 


H 


*f 


i^ 


u 


F 


m 


ItV 


iH 


I4 


if^V 


WA 


iH 


i^ 


ll^^ 


m^ 


Ifi- 


2^ 


2t^ 


2^ 


m 


2t% 


2t\% 


2t^^ 


G 


H 


ii 
If 


il 


H 


rf 


If 


*i 


t'i 


4^ 


H 


4 


*i 


i^ 


45. 




T^lT 


A 


t\ 


*X 


If 


1.^ 


1} 


If 


2 


2 


21 


2 


21- 


2V 


2i 


2.^T 


■^4 


n 


3 


4 


4 



*"X" is the gage of holes in flange. 



64 Index 



INDEX 



A. L. 

Angles, spacing 14, 15, 16, 17, 18 Lacing 48 

Angles, connections 26 Loop Bars 24 

Angles, crimped 42 Lomas Nuts 25 

B- M. 

Beams, proportions of I-beams 7-8 Minimum spacing 13 

Bolts 20 

Beams : . . 37 N. 

P Nuts 24 

Coping 4 p^ 

Channels 6 pins 24,25 

Conventional Rivet Signs 10 Plate i 29 

Connection angles 2^ Plate 2 31 

"Crimped" angles 42 piate 3 33 

Columns 45 pitch 13 

Columns, Bases 46 

R. 

Rivets 9 

Rivets in crimped angles 42 



Countersinking 9 



D. 

Drift Pins 11 

Dies for rivets 12 "'• 

Drawing Sections 5 Separators . .^ 27 

L Spacing, minimum 13 

Equal leg angles 14, 15 Strength of Materials 34 

Eye Bars 22 Safet}', Factors of 36 

F. T. 

Field work 3 Turnbuckles 2Z 

Fillets 3 Trusses 50 

Factors of Safety 36 Triangles, cut 4 

• Title page 52 

G. 

Gage 13 ^-• 

Girders 2>1 Upset bolt 21 

Unequal leg angles 16, 17, 18 

H. 

Heads of Rivets 9 ^• 

V-Thread on bolts 2.0 

I. 

W. 
I-Beams 7, 8 Weights of Bolt heads and nuts 24 

J. Z. 

Joist connections 44 Z-Bars 19 



PLATE 4 



i 



PLATE 4 



This plate is of a small I-beam bridge drawn at a scale of 1" =1 ft. 

The size of the beams is given so that the proportion can be secured fr< 
the table, page 7. 

Pieces of I-beams are used for seperators and the spacing for the riveting is giv 
at the left and all rivets are r. 




4 
4-|r/2'-U. 



i 






er aach Poll 

PLATE 4 
STRUCTUnftL DRftWlNCr 



Nnt^E. OF SCHOOL 



JAS. EiROwR 3CPT. ZO, 1906 



PLATE 5 



PLATE 5 

girder ()'-4* deep built up of jv" plate G'-3:i' wide and stiffened 



This repre; 

A top and two sectional 

The Scale is l' = l ft. 

Rivets t and 3 are used. 

The strips under the vertical angl 
thick as the flange angles, in this case J i| " . 

A portion of the top and bottom is covered with three plates. 

The girder is 60 '-4' long but only the angles and cover plates run througl 
the web plate being spliced as shown. 



: shown beside the side eleva 



called fille 




PLATE 6 



PLATE 6 



This plate shows some bracing made of angles and plates to go between 'girders 
such as shown on plate 5. 

Where the size of rivets are not shown see table on ])ages 14-15-16. 

Tlie triangles marked 1-0", U\l andl'-U", lii" indicate the slope of the angle 
braces, that is those at the left slope H] f, in every 12^ or one foot. Locate the first 
rivet hole, at the lower left corner, then lay out 12' to the right on the horizontal line, 
then erect a peq)cndicular 1 1 ] ;, and through that point and the first rivet hole draw 
the center line of the angle sloping upward toward the right. 

Saale of this plate is 1-=1 ft. 




ti^pLimkp^oriti^j z- frames Fi. str^^ctural DRf\W/Ha 



PLATE 7 



i 



PLATE 7 



Additional bracing, the base case casting, anchor bolts and general la^'outs of the 
girders of Plate 5 are here shown. 

The notches in the plates are to fit the stiffening angles of the girders. Check 
the holes with those on girder. Plate 5. and use same size rivets [and where not 
specified use table, page 14-15-16. 

The scale for this plate is 1"=1 ft. for the bracing, and 2"=1 ft. for the casting 
andj"=l ft. for diagram of bracing and the small view at the right of the end 
of the girder. 




PLftTE T 

f^fir-rE or SCHOOL 
coG^R poc 'i/aKsjaoT. 



PLATE 8 



PLATE 8 



This shows three views of a chord for a bridge drawn at a scale of 1 
The lop line of the top view is 3}^ " from the top border line. 
The bottom view is 2)4' from the lower border line. 
Place the the middle view 1J4" above the bottom one. 





1 M jL —^ M 



','Z-< 



/S;^'/6xE,'-3St<.^Pl 



o-o-o o o-o o o a ^^w^- 




^^ HD_q_0 Oh 
|0A?i'6X2'3"5tayP|. 

o o o-oo o o-o"< 



I: 1 



Boffom View 
2 5ecTopCh&rd Reqd U3U3 



'CovFI 



5inole \aced on bottom 18 Lbs. 2tn^/s ^ I -5fe croo 

5tciY PIj. I8'x4;6VE'-3': 34'RlV- holes p^/nched ji'feamed to H 



PLfl-r£: e 
3TRUCTURf\L DRAWiHQ 

r/An£ or SCHOOL. 

C///? J. qniLL £H OC T. 16. 1906. 



PLATE 9 



PLATE 9 



,vith detail of the base and a table of the parts iieed- 

n to the scale of 1 >4 ' = 1 ft. 

, of I-beams the section can be drawn. 



Jid' a'aa'' 3''/i 



p^ir. i^f&*l& 




^ Rivets- jl'open hol&s. 



B.Pl- I PI. l8'*-5-/s'k£-o'.' 



<3Tar<DfiFiD COr/N'ECTJOM'S 
rOR IS"l-BEaM COI-UMf^S 

„ ptaTE Q 

//ArTE: OF X//OOL. 

JOS. vr/9 TsoH' r/o v^ /r. t90 6. 



PLATE 10 



PLATE 10 



1 made of a plate and angles, 
jr foot of the column inserted. 



This sheet shows three views of a built-up colu 

The top view is broken and the plan of the has 
This is often done where the view is uniform for so 

The scale of the drawing is 3" to 1 ft. 

Tlie top line of the plate in the top view is 3} inches from the top border line. 
The left end § inches from the border while the right end is Ij" from the border line. 
The lower edge of the bottom view should be 2" from the border line. 



1 P(.Zo"4"- ^'- 9 4- ||"HoI« f«r It" flr.ohor Boir* 

3spci .@4 '-6" 'l3'-6 




PLfiTE 10 

srnuCTUffAL DH^W/NQ 

/Y/I/-7E or SCt^OOi- 

/^■I^SC/J'l/LTZ, DC C.LI 906. 



PLATE 11 



i 



PLATE 11 



unil sliapes including 



This is details of a roof truss l)iiilt partly of woorl : 
rods and tiini buckets. 

Tin ,i,l,. M, ^^ IS broken to aid gettin){ it on the sheet at a larger scale, 1 
1' "t lb' ttii-^i- j ;^1 tt, but the castings are drawn H = l ft. 
Hu 1 1 iiu 1 biK ')! Ltie i^iu holein the castings is 1 i inches from the top border e 
left \ iew 8 inches from the left line. 
The views are V apart. 




P/an of Te-nsJon Me.rnhe.r3. 



PLATE II 

S TR UC TUffflL DRR VV/NCr 

r/fl/tE OFSC/hoL. 

MS. D. nuf^SE .//?// 3,1907- 



PLATE 12 



PLATE 12 

This represents part of a roof tniss for a foundry building. The scale is ^"=1 ft. 

center line is 21 inches from the right border and the bottom hne of the 
, xr angle is 3^ inches from the bottom border. 

Ever>'thing will have to be drawn on the basis of the center lines and then lay out 

eilges and flange thickness of the angles from them. 

The la^- out in the upper right hand corner is drawn to a scale of ,'g' =1 ft. and is 
1 out t, " from the border. 




PLATC 12. 



J 



PLATE 13 



PLATE 13 



This represents the t"p elKtrd and an end post of a bridge, t 
post beill.u In-i'l' n uil'i llu liurderline. 
The scale i- , =i II. viliil- the diagram is ,'„"=! ft. 
The lower line ol the .liagrani is 1" from the bottom border a 
torn chord are 18 feet apart center to center. 
L, and Lo are 16'-6J' apart and so is L, and Lj, Lj and L3. 
From L, to U, (pin) is 18 ft., this will give the slope of the end 



HipCovPllixi 



Span in'- IS Extreme 

lie'-os'c. toC. oj" Pin>5 
fToad w^Y /3'"o" C To C. of Trusses 
No. of Panels 7 

LencjTh of Panel Top Chord /6-7i-"c.to 
■■ ■■ ■■ 5o1t ■■ l6-6¥'.. ■• 
Depth of Truss 18'- d'c. to o /^^ 

Len<;jth of End Poet 24'-5f"c,to_ 
i" R 1 vets ^"^ R toK ,^bSt « noS."'^^^;^ 
AVi" 5fas Plates 3'-6"apart 



SS^Rood- 




STMCTUn»L DMW/NQ 



PLATE 14 





PLATE 14 






Tin. is the .lit.n 


>. of a lot of concrete foundations, 


also the layout for the set fc 


foun.lrv Iniii.U,,,;. ' 

for th>; lomi.latinn-.. 

The general la 


he scale of the detail is 3"=1 ft. for the iro 


n part and .5"=1 


■out is drawn to several scales 


so to get 


the whole thing 


Ihe sheet. 








A little care irill 


enaWe the student to arrange all. 


properly. 






/VOTE: /ILL BASE ELE'SSl'-O'/tBOVE D^TUr^ - / FOOT BELOW FLOOR Llt^Ei 



PLATE 14- 
STFUCTUfffiL p/F/flvr/yv^ 
//Af^E OFSCH'OOL 
fi(iJEW£Tr FEBz3,/go-r 



PLATE 15 



PLATE 15 



This sheet shows some of the details and tubes used for the foundations of 
I highway bridge, also tlie diagram of the four comers of the piers. 
The scale of the tubes is l'=l ft. but the poste are drawn, 3=] ft. 
The center of the top view of the tube is 3' from each bordt-r liiu-. 
The location of the objects can be found by the general nilt ,i,T\xn on page 28 



APLATEIS BEIQ'O 




//OTE: 3 Piles in e.ach tube. 



PLATE. IS 
STFIUCTUFIRL OmW/^d"^ 

/V/?. J0M£6 .SEPT ,S. 1906 



JA^' 30 1908 



